rpt086-wrc preliminary design report - … design report for ... recommendations and opinions in...

050278 (86) York Region No. 74270

Preliminary Design Report for the Lake Simcoe Water Reclamation Centre

Upper York Sewage Solutions EA

Appendix F

Preliminary Geotechnical Investigation Report Water Reclamation Centre

REPORT: 050278-070-53.1 THE REGIONAL MUNICIPALITY OF YORK Preliminary Geotechnical Investigation Report Water Reclamation Centre, Site WH1 West 2nd Concession, North of Queensville Sideroad East Gwillimbury, Ontario

August 30, 2013

THE REGIONAL MUNICIPALITY OF YORK

Preliminary Geotechnical Investigation Water Reclamation Centre, Site WH1 West

2nd Concession, North of Queensville Sideroad East Gwillimbury, Ontario

Date : August 30 , 2013 Our Ref. : 050278-070-53.1 WH1 West

THE REGIONAL MUNICIPALITY OF YORK c/o Mr. Tom Casher

Conestoga-Rovers Z& Associates 1195 Stellar Drive, Unit 1

Newmarket (Ontario) L3Y 7B8


2nd Concession, North of Queensville Sideroad East Gwillimbury, Ontario

O/Ref. : 050278-070-53.1

August 30, 2013

Prepared by :

Shahkar Shahangian, Ph.D., P.Eng. Approved by :

Renato Pasq ualoni, P.Eng., PMP

Distribution : Conestoga-Rovers & Associates – Tom Casher (Copy by e-mail:[email protected])

Respect for the environment and the preservation of our natural resources are priorities for Inspec-Sol Inc. With this in mind, we print our documents double-sided on 50 % recycled paper.

TABLE OF CONTENTS

PART 1 ................................................................................................................................. 1

1.0 INTRODUCTION ........................................................................................................ 1

2.0 SITE DESCRIPTION .................................................................................................. 2

2.1 PROPOSED DEVELOPMENT ........................................................................................ 2

2.2 GEOLOGICAL SETTINGS ............................................................................................. 4

3.0 SITE INVESTIGATION ............................................................................................... 4

4.0 SUBSURFACE CONDITIONS ............................. ....................................................... 6

4.1 TOPSOIL AND FILL ..................................................................................................... 7

4.2 NATIVE SOILS ........................................................................................................... 7

4.2.1 BH WH1-1 ........................................................................................................ 8

4.2.2 BH WH1-2 ........................................................................................................ 8

4.2.3 BH WH1-3 ........................................................................................................ 9

4.2.4 BH WH1-4 .......................................................................................................10

4.2.5 BH WH1-7 .......................................................................................................11

4.2.6 BH WH1-8 .......................................................................................................12

4.2.7 BH WH1-9 .......................................................................................................13

4.2.8 BH WH1-10 .....................................................................................................14

4.3 LOCAL SUBSURFACE STUDY .....................................................................................15

4.4 GROUNDWATER CONDITION......................................................................................18

PART 2 ................................................................................................................................19

5.0 INTERPRETATION, DISCUSSION AND RECOMMENDATIONS .... .........................19

5.1 CONVENTIONAL SPREAD/STRIP FOOTINGS ................................................................20

5.2 DEEP FOUNDATIONS ................................................................................................22

5.3 DEPTH OF FROST PENETRATION ...............................................................................22

5.4 SEISMIC SITE CLASSIFICATION ..................................................................................22

5.5 EXCAVATION ............................................................................................................23

5.6 LATERAL EARTH PRESSURE .....................................................................................24

5.7 GROUNDWATER CONTROL ........................................................................................25

5.8 ENGINEERED FILL ....................................................................................................26

6.0 LIMITATIONS OF THE INVESTIGATION .................. ...............................................27

TABLE OF CONTENTS (CONT’D)

Figures Site Location Plan Figure 1

Borehole Location Plan Figure 2

Appendix A Borehole Logs

Notes of Boreholes and Test Pit Report

Appendix B Geotechnical Laboratory Test Results

Appendix C Information of Deep Foundations

Preliminary Geotechnical Investigation 1 Ref. No. : 050278-070-53.1 August 30, 2013

PART 1

1.0 INTRODUCTION

Inspec-Sol Inc. (Inspec-Sol), a member of the Conestoga-Rovers & Associates (CRA) family

of companies, has prepared this preliminary geotechnical investigation report for Site WH1

West, selected as the Preferred Alternative for development as a Water Reclamation Centre

(WRC) and as part of the Upper York Sanitary Solutions (UYSS) Project, underway for The

Regional Municipality of York (York Region).

The land parcel WH1 West (the ‘Site’) is located at 20908/20854 2nd Concession,

approximately one kilometre north of Queensville Sideroad in the Town of East Gwillimbury,

Ontario, as shown on Figure 1 (the “Study Area” or the “Site”).

The purpose of the geotechnical investigation was to obtain information on subsurface soil

and groundwater conditions by means of a limited number of boreholes along with in-situ and

laboratory tests on selected representative soil samples and to provide geotechnical

evaluation for the preliminary design of the proposed Water Reclamation Centre structures.

This report contains the findings of Inspec-Sol’s geotechnical investigation, together with

recommendations and comments. These recommendations and comments are based on

factual information and are intended only for the use of York Region and the design

engineers. Based on Inspec-Sol’s interpretation of the data obtained, recommendations are

provided on the geotechnical aspects of the development.

The results of the geotechnical investigation are presented in two parts. Part 1 contains the

factual data on the soil and groundwater conditions encountered within the boreholes put

down during the present investigation. In Part 2 of this report, the factual data is interpreted,

different foundation types are discussed and geotechnical design comments and

recommendations for the foundation of the proposed structures are presented.

The anticipated construction conditions are also discussed in this report, but only to the

extent that they may influence design decisions. Construction methods described in this

report must not be considered as specifications or recommendations to the contractors or as

the only suitable methods. The data and their interpretation presented in this report may not

be sufficient to assess all the factors that may have an effect upon the construction.

Prospective contractors, therefore, should evaluate all of the factual information, obtain

2 Preliminary Geotechnical Investigation Ref. No. : 050278-070-53.1 August 30, 2013

additional subsurface data as they might deem necessary and select their construction

methods, sequencing and equipment based on their own experience on similar projects.

The attached ‘Limitations of the Investigation’ is an integral part of this report and the

recommendations and opinions in this report are applicable only to the proposed project as

described in Section 2.0.

2.0 SITE DESCRIPTION

The Site WH1 is located on the east side of 2nd Concession, approximately one kilometre

north of Queensville Sideroad in the Town of East Gwillimbury, Ontario. At the time of our

field investigation, the Site was noted to be undeveloped, vacant agricultural land. Figure1

presents the general plan of the area.

The Site WH1 West covers an area of about 45 hectares (ha). The western segment of the

land parcel is quite flat with an approximate elevation of 224 ± MASL (meters above sea

level). At the east end of the Site, the ground surface elevations rise to an approximate

elevation of 260 metres (m). The proposed Water Reclamation Centre structures are to be

located on the flat western half of the Site.

2.1 Proposed Development

The approximate footprint dimensions and roof/top elevation of the buildings, process tanks

and stacks that will be constructed at the proposed facility are tabulated below. To be noted

that the dimensions/elevations presented in these tables are preliminary and could be

subject to modifications.


Table 2.1a - Approximate Dimensions and Roof Elevat ion of the Proposed Buildings

Building Length (m)

Width (m)

Roof Elevation (MASL)*

Advanced Treatment and Administration Building 160 70 243.25 Chemical Building 39.6 24.6 233 Standby Power Generators 20 16 230 Switchgear Rooms 20 11.5 230 Headworks 47.7 13.3 237 Blower Building 16.9 13.3 232.75 Thickening and Dewatering 50 31 237 Truck Loading - Dewatering Building - - 234 Digester complex 57 57 229.25 Maintenance Building 51 23 235.25 Grit Removal 23.5 8 234.25 Screenings Removal 36.2 15.9 234.25 Reclaimed Water 70 20 228 Conventional Treatment Odour Control Facility 43.9 21.2 227.25 Solids Handling Odour Control Facility 32.5 25 227.25 RO Concentrate Pumping Station 20 15 230 Cake Storage 40 40 232.25 Truck Loading - Cake Storage - - 234 Fermentate Pumping Station 15 20 233

MASL: meters above sea level

Table 2.1b - Approximate Dimensions and Elevation o f the Proposed Process Tanks and Stacks

Tank/Stack Length (m)

Width (m)

Diameter (m)

Elevation (MASL)*

Secondary Clarifier Tanks 67.5 13.8 - 225.2 RO Concentrate Storage Tanks - - 26 237.25 Day Flow Balancing Tanks 15 6.4 - 228.5 Peak flow balancing tanks 37.3 13.5 - 228.5 Bioreactors 54.1 25.3 - 227 Flash mix & flocculation tanks 13.5 4 - 228.5 Primary Clarifiers 39.5 9.5 - 228.5 Gravity Thickener Tanks - - 11.3 226 MF Feed Tanks 12.5 12.5 - 225 Fermenters 18.2 9.1 - 225 Primary Digesters - - 21.6 237 Secondary Digesters - - 21.6 243 Conventional odour control facility stack - - 0.9 244 Solids handling odour control facility stack - - 0.95 244 Bioreactor common stack - - 0.61 244 Stand-by power generator stacks - - 0.6 239 Digester gas flare 2 2 - 233

MASL: meters above sea level


2.2 Geological Settings

The following information sources were consulted to study the engineering geology and the

general nature of the subsurface materials at the Site:

1. “Quaternary Geology of Toronto and Surrounding Area”, Ontario Geological Survey

Preliminary Map 2204, Geological Series, scale 1:100,000, Issued by OMNR-OGS

in1980

2. “Bedrock Geology of Ontario”, Southern Sheet, MNDM and Ontario Geological Survey,

Map No. 2544, scale 1:1,000,000, Issued 1991

3. Surficial Geology of the Oak Ridges Moraine produced by Geomatics Division, Planning

and Development Services Department of The Regional Municipality of York

4. Aggregate Resources Inventory of the Town of East Gwillimbury, Regional Municipality of

York, Southern Ontario, prepared by the Ministry of Natural Resources and the Ministry

of Northern Development and Mines, 1988.

Regional geological mapping as well as the information obtained in the course of the

previous geotechnical investigation in the area suggest that the quaternary geology of the

Site and its general surrounding areas are dominated by the glaciolacustrine and glaciofluvial

deposits of silt, sand and clay in unconsolidated condition (generally loose to compact

relative density) that overlay glacial till deposits, generally at considerable depth.

The overburden deposits in the area are underlain by limestone bedrock of the Middle

Ordovician Lindsay Formation (Simcoe Group). The bedrock surface is expected to be lying

at depths deeper that 40 m below ground surface (bgs) in the area.

3.0 SITE INVESTIGATION

The field work of the present geotechnical investigation was carried out during the periods of

July 3 to 17 and September 6 to 19 2012, and consisted of advancing eight (8) boreholes

denoted as Boreholes WH1-1 to WH1-4 and WH1-7 to WH1-10. The location of these

boreholes is shown on Figure 2.


The boreholes were advanced using a track mounted power-auger drilling rig (CME-55),

under the full-time supervision of experienced geotechnical personnel from Inspec-Sol. Soil

samples were taken at 0.76 m depth intervals to 3.0 m and at 1.5 m depth intervals

thereafter, while performing the Standard Penetration Test (SPT) in accordance with ASTM

D1586. This consisted of freely dropping a 63.5 kg (140 lb) hammer a vertical distance of

0.76 m (30 inches) to drive a 51 millimetre (mm) (2 inch) diameter O.D. split-barrel (split-

spoon) sampler into the ground. The number of blows of the hammer required to drive the

sampler into the relatively undisturbed ground by a vertical distance of 0.30 m (12 inches)

was recorded as SPT ‘N’ value of the soil which indicated the consistency of fine-grained

soils and relative density of coarse-grained (granular) deposits. The boreholes were drilled

to depths ranging between 20.4 to 44.3 m bgs. The soil conditions and the results of in-situ

tests are presented on the corresponding Borehole Logs attached as Appendix A .

The borehole coordinates and ground surface elevation at the location of all the boreholes,

were surveyed relative to a geodetic benchmark referred to as York Region Station

0011931U471S (located on Newmarket Canal Lock, near C.N.R. Station, E620647

N4883528) with geodetic Elev. 224.822 m. It should be noted that the ground surface

elevations at the borehole locations are approximate and should not be used for construction

purposes. The top of the boreholes coordinates and ground surface elevations are tabulated

in Table 3 below:

Table 3 Coordinates and Ground Elevation of the Bor ehole Locations

Borehole Number Northing Easting Elevation (m)

WH1-1 4889113.69 622166.02 223.32 WH1-2 4888867.36 621890.01 222.49 WH1-3 4888952.70 622099.57 223.09 WH1-4 4888843.14 622239.02 223.62 WH1-7 4889039.38 622040.90 222.53 WH1-8 4889066.77 622245.54 223.38 WH1-9 4888770.51 622034.50 223.06 WH1-10 4888933.57 622259.18 223.58

Upon encountering soft/loose deposits, field Vane shear tests were conducted and soil

undrained shear strength in its undisturbed (in-situ) and disturbed (remould) conditions were

obtained. The measured shear strength values are reported in the respective borehole log at

the relevant depth.


At select depths and where very soft to soft fine-grained silty clay materials were

encountered, soil samples were taken using a 70 mm diameter by 600 mm long, thin-walled

sampler (Shelby Tube). This sampling method retrieves relatively undisturbed soil samples.

The field test results were supplemented by laboratory tests. Upon completion of drilling, the

soil samples were transported to Inspec-Sol’s soil laboratory for further examination by a

senior geotechnical engineer and geotechnical laboratory index testing. The laboratory soil

index testing program consisted of the measurement of the natural moisture content of all

soil samples, grain size analyses (sieve and hydrometer) of select soil samples and

determination of Atterberg limits on select fine-grained samples. The results of the index

testing are presented in Appendix B .

Two (2) consolidation tests were also carried out on the relatively undisturbed Shelby tube

soil samples extracted from the boreholes WH1-1 and WH1-9. The obtained test results are

presented in Appendix B .

4.0 SUBSURFACE CONDITIONS

Based on the subsurface conditions encountered in the drilled boreholes, the soil profile in

the study area consists generally of the ground surface cover (topsoil and organic rich

deposits) overlying sandy silt to silty sand fill materials, which in turn are underlain by native

glaciofluvial and/or glacial till deposits that extended to the termination depth of the drilled

boreholes. It is noted that, because of texture similarity between the fill and native materials

and the method of site exploration, the thickness of fill deposit could vary somewhat from

those noted in the borehole logs.

The detailed description of the soils encountered at each borehole location is recorded on

the individual borehole logs provided in Appendix A . It should be noted that the subsurface

conditions were determined at the borehole locations only, and may vary at other locations.

The boundaries between various strata as shown on the logs are based on non-continuous

sampling. These boundaries represent an inferred transition between various strata, rather

than a precise plane of geological change.


4.1 Topsoil and Fill

Topsoil, with a thickness varying between 125 and 275 mm, was encountered on the ground

surface at all borehole locations and consisted of organic rich, generally sandy silt to silty

sand material with trace clay, occasional gravel, rootlets and organics.

The boreholes encountered fill material on the ground surface that extended to depths

ranging between 0.8 and 2.3 m bgs at the location of the drilled boreholes. The fill material

was generally a heterogeneous mixture of sandy silt to silty sand with trace clay and

occasional gravel. It contained also topsoil, rootlets and organic matter. The fill in the area is

believed to be the on-site reworked (mechanically disturbed/displaced) material.

The SPT ‘N’ values in the fill deposit were between 8 and 14 and indicate loose to compact

condition of the material.

The moisture content of the samples of fill deposits ranged between 11 to 22 percent which

is associated with moist to wet condition.

4.2 Native Soils

Underlying the fill, native deposits, generally consisting of silty clay to silty sand were

encountered and extended to the termination depth of the boreholes.

The predominant type of native deposit in the area that extended to the termination depth of

the boreholes is glaciolacustrine silt to sandy silt with trace clay. Layers/lenses of silty clay to

clayey silt and silty sand with limited thickness were also encountered embedded within the

silt material.

Due to the preliminary nature of the geotechnical investigation and the significant distance

between the boreholes, ground stratigraphy and soil units encountered at the location of

individual boreholes are discussed briefly in order of depth in the following sections. To

obtain additional information on subsurface soil and groundwater conditions, the related

borehole logs, presented in Appendix A are to be consulted.


4.2.1 BH WH1-1

Silt to Sandy Silt - At the location of Borehole WH1-1 silt to sandy silt deposits were

contacted at about 1.1 m depth bgs and extend to about 14.9 m. These deposits are in

compact to dense condition as indicated by the SPT ‘N’ values of 13 to 42 and the natural

moisture content of the representative samples of the material ranged between 14 and 22

percent. A representative sample of sandy silt deposit contained 30 percent sand, 63

percent silt and 7 percent clay size particles.

Silty Sand Till - At the location of Borehole WH1-1, the sandy silt soils are underlain by silty

sand till deposit with trace gravel that extends to about 16.2 m bgs (Elev. 207.2 m). A SPT

‘N’ value of 67 was registered in the soil unit and as such, the material is believed to have a

very dense relative density. However, the high SPT ‘N’ value could be attributed to the

presence of cobble/boulders that could be encountered randomly in glacial deposits.

Silty Clay - Underlying the silty sand, a silty clay deposit was present that extended to the

termination depth of the borehole at 20.43 m (Elev. 203.0 m). The silty clay soil unit is

layered (stratified), contains trace sand and based on the SPT ’N’ values of 0 to 7 obtained in

the deposit, has a very soft to firm consistency. Based on the conducted gradation test, a

sample of the soil unit contained 1 percent sand, 23 percent silt and 76 percent clay size

particles. According to the Atterberg consistency tests carried out on a select sample of the

deposit, it had a liquid limit of 44, plastic limit of 22 and a plasticity index of 22 percent. The

natural moisture content of the soil sample was measured to be 45 percent (slightly greater

than the liquid limit). A Shelby tube sample of the deposit (ST-1) obtained from 17.5 to 18.1

m bgs was subject to consolidation test. A pre-consolidation pressure of 50 kPa was

obtained, and based on that the soil over-consolidation ratio (OCR) was assessed to be 0.28

which is associated with an unconsolidated condition. Soil compression index was

measured as 0.124. The consolidation test results are provided in Appendix B .

4.2.2 BH WH1-2

Silt - At the location of Borehole WH1-2, underlying the fill soil, native silt deposit with trace

to some sand and trace clay was encountered at about 2.3 m depth bgs (Elev. 220.2 m) and

extended to about 5.6 m depth bgs. Similar material was encountered at about 9.3 m and

extended to about 16.3 m depth bgs and also at the bottom of the borehole at 18.3 m bgs

and extended to the termination depth of the borehole. Based on the measured SPT ‘N’


values that ranged between 10 and 41 within the deposits, these deposits are generally in

compact and locally in dense condition. The natural water content of silt material ranged

between 16 to 23%.

Sandy Silt/Silty Sand - Sandy silt to silty sand materials with trace clay were contacted at

about 5.6 m and extended to 9.3 m depth bgs. The SPT penetration numbers ranging

between 9 and 16 were registered in the deposit indicating a loose to compact condition of

the material. A sample of the soil unit was subject of gradation testing and contained 37

percent sand, 55 percent silt and 8 percent clay size particles. The moisture content of the

soil samples of the material ranged between 13 to 20 percent.

Silty Sand - A layer/lens of silty sand, approximately 1.5 m thick, was noted at about 16.8 m

of depth bgs (Elev. 206.1 m), embedded in the finer silty material. The SPT ‘N’ value of 7,

registered in this deposit indicates the loose condition of the material. The natural water

content of the soil sample obtained form the silty sand material was 21 percent.

4.2.3 BH WH1-3

Silt to Sandy Silt - At the location of Borehole WH1-3, the fill deposits extends to about 1.1

m depth and are underlain by native silt with trace to some sand and trace clay. The deposit

turns to sandy silt between 5.6 m and 9.1 m depth bgs. At depths deeper than 9.1 m bgs, silt

with trace to some sand and clay was encountered and extended to about 14.8 m depth bgs

(Elev. 208.3 m). The soil unit generally contains trace clay and has no plasticity. However,

Sample SS-11 (at about 12.3 m depth bgs) was noted to contain some clay with plastic

behaviour.

The SPT ‘N’ values in the native silt to sandy silt deposits ranged generally between 10 and

78 blows for 0.3 m advance of the probe. However, a lower SPT ‘N’ value of 9 was recorded

at about 8.0 m (Elev. 215.1 m) which indicates loose condition of the deposit at the noted

depth. The moisture content of the obtained native soil samples of silt to sandy silt ranged

between 14 to 23 percent while the lower values were related to the dense to very dense

material.

Silty Sand - A deposit of silty sand with trace clay was encountered at about 14.8 m depth

bgs (Elev. 208.3m) and extended to about 20.4 m, the termination depth of the borehole.

Sample SS-16B of this soil unit, obtained from about 2.2 m depth bgs, was clayey and

stratified and had plastic behaviour.


A penetration number (SPT ‘N’ value) of zero (0) blow count was noted in SS-13 at about

15.5 m depth bgs in this borehole. However, higher penetration numbers of 61 and 85 were

recorded in the soil unit at a deeper depth and a SPT ‘N’ value of 17 was obtained at about

19.8 to 20.4 m depth bgs. Considering the other SPT ‘N’ values above and below the noted

depth, the granular sandy nature of the deposit and the negligible amount of clay size

particles, also the elevated groundwater level in the area, the low blow count could be

probably attributed to the flow of water into the borehole during the testing process and soil

boiling condition due to excess pore pressure.

Gradation test analyses were conducted on sample SS-13 and the test results indicates that

the sample contained 60 percent sand, 36 percent silt and 4 percent clay size particles. The

natural water content of the obtained soil samples from the material ranged between 14 to 16

percent and a value of 34 percent was also obtained from the clayey silt deposit at the

lowermost part of the drilled borehole (SS- 16B).

4.2.4 BH WH1-4

Silt to Sandy Silt - The native deposits at the location of Borehole WH1-4 consist of silt and

sandy silt that extend to about 9.3 m depth bgs (Elev. 214.3 m) and are underlain by sandy

silt glacial till and silty clay till that extended to the termination depth of the borehole. Based

on the SPT ‘N’ values of 12 to 28 blows, obtained in the deposits, the silt to sandy silt

materials have a compact relative density.

Two (2) select samples of the deposits were subject to gradation analyses and contained 5

and 28 percent sand, 88 and 68 percent silt as well as 7 and 4 percent clay size particles.

The water content of the silty materials in the tested samples ranged between 15 to 20

percent by weight.

Sandy Silt Till - The above noted silty deposit in the area are underlain by sandy silt till with

trace to some clay and gravel that extend to about 12.7 m depth bgs (Elev. 210.9 m) at the

location of Borehole WH1-4.

Based on the SPT ‘N’ values of 15 to 85 obtained in the material, the till deposit has a

compact to very dense relative density. The water content of the tested samples of the soil

unit ranged between 11 to 17 percent while the lower values corresponded to the material

with very dense condition.


Silty Clay Till - Below the depth of 12.7 m (Elev. 210.9 m), silty clay glacial till with trace

sand and gravel was contacted and extended to the termination depth of the borehole. The

deposit is grey and layered (stratified) and according to the obtained SPT ‘N’ values in

excess of 72, it has a hard consistency.

Based on the results of the gradation analyses conducted on a select sample of the material,

it contains 1 percent sand, 52 percent silt and 47 percent clay size particles. The Atterberg

Limit tests, carried out on a select sample of the deposit, showed a liquid limit of 26, a plastic

limit of 16 and a plasticity index of 10 for the material while the natural moisture content of

the tested sample was 21 percent.

The water content of the obtained samples of the silty clay till ranged between 14 and 21

percent by weight which is associated with moist condition of the material.

4.2.5 BH WH1-7

Silty Sand to Sandy Silt - At the location of Borehole WH1-7, underlying the fill, native

deposits of silty sand to sandy silt were encountered at about 0.8 m depth bgs and extended

to about 7.0 m depth bgs (Elev. 215.5 m). The SPT values in the granular materials ranged

between 7 and 13, indicating a loose to compact condition of the materials. The natural

water content of the extracted soil samples from the deposits varied between 16 to 20

percent.

Silt - At about 7.0 m depth bgs a deposit of silt with some clay and trace sand was

encountered and extended to about 10.2 m depth (Elev. 212.3 m). Gradation analyses

(sieve and hydrometer) were conducted on a representative sample of the material. The

selected sample contained 6 percent sand, 83 percent silt and 11 percent of clay size

particles. The soil sample had no plasticity. According to the SPT ‘N’ values of 23 and 24

obtained within the deposit it has a compact relative density. Water content of the above

noted soil samples were 18 and 22 percent respectively.

Silty Clay - At the location of the drilled borehole (WH1-7), the silt deposit is underlain by a

thin layer/lens of silty clay with trace sand with an approximate thickness of 1.5 m. The SPT

value of 8, registered in the material indicates a firm consistency of the deposit. A moisture

content value of 20 percent is measured on a select sample of the soil unit.


Sandy Silt - Underlying the silty clay material, a sandy silt soil with trace clay was

encountered and extended to 20.7 m (Elev. 201.8 m). The SPT values that ranged closely

between 39 and 49 blows for 0.3 m advance of the probe indicated a dense condition of the

deposit and soil natural moisture content obtained from the extracted soil samples varied

between 16 and 22 percent, associated with wet condition of the material.

Silty Clay - At about 20.7 m depth bgs (Elev. 201.8 m) the drilled borehole encountered

unconsolidated silty clay materials in which the SPT ‘N’ values ranged between 0 (zero) and

four (4) attesting a very soft to soft consistency. Field Vane shear tests conducted at about

21.9 m and 23.3 m depth bgs resulted in 20 kPa and 9 kPa as well as 7 kPa and 3 kPa, as

the undisturbed and remoulded (disturbed) shear strength of the deposit at the tested

locations respectively. A select representative sample of the material was subject to

gradation analyses and contained 5 percent sand, 27 percent silt and 68 percent of clay size

particles. The same soil sample was subject to Atterberg limit tests. It had a liquid limit of 46,

a plastic limit of 23 and a plasticity index of 23. As such, based on Unified Soil Classification

System (USCS) the soil unit is classified as silty clay containing trace sand, with low

plasticity.

Silty Sand/Sandy Silt Till - The above noted silty clay is underlain by silty sand and sandy

silt/silty sand till deposits that extended to the termination depth of the borehole (44.3 m bgs).

Elevated SPT values that ranged between 21 and in excess of 100 blows for 0.3 m

penetration of the probe indicated a compact to very dense condition of the material.

However, a large majority of the SPT values were in excess of 30, attesting a dense to very

dense relative density of the material.

4.2.6 BH WH1-8

Silty Sand to Sandy Silt - Underlying the fill deposit, Borehole WH1-8 encountered granular

deposits of silty sand to sandy silt that extended to 11.7 m depth bgs (Elev. 22.6 m). The

SPT ‘N’ values of 17 to 46, obtained in the deposits indicated a compact to dense condition

of the material and soil relative density is believed to be generally increasing with depth. In

the soil unit, the natural water content of the extracted samples ranged between 11 and 20

percent. Based on the results of gradation analysis, a select sample of the silty sand

material contained 15 percent gravel, 62 percent sand and 23 percent fines (silt and clay size

particles).


Gravelly Sand - Coarser materials were encountered at 11.7 m depth bgs and the silty

sand/sandy silt deposits are underlain by gravelly sand material containing trace silt that

extended to about 14.6 m depth (Elev. 208.7 m). Relatively high SPT ‘N’ values of 46 and

50, obtained in the deposit indicate a dense to very dense condition of the material. The

water contents of the obtained samples from the gravelly sand deposit were 5 and 9 percent.

Silty Clay Till, Sandy Silt Till - Below 14.6 m depth, glacial till deposits of silty clay to sandy

silt were encountered and extended to the termination depth of the borehole (32.1 m bgs).

Relatively low SPT ‘N’ values of 18 and 12 were obtained in the silty clay till at about 15.4

and 16.9 m depth respectively, indicating very stiff to stiff consistency of the material.

However, below 17.7 m depth (Elev. 207.7) high SPT ‘N’ values in excess of 50, attest a

hard/very dense condition of the existing material.

4.2.7 BH WH1-9

Silty Sand/Sandy Silt - Borehole WH1-9 encountered silty sand/sandy silt soil with trace

clay that extended to about 18.3 m depth bgs (Elev. 204.8 m). Relatively thin layers/lenses of

silt about 1.0 m in thickness, at about 3.0 m and 12.0 m depth bgs, were embedded in the

granular material. At depths shallower than 10 m, the SPT values of 10 to 24 registered in

the material indicated a compact relative density of the deposits. However, below 10 m and

down to about 18 m depth bgs, higher SPT ‘N’ values of 44 to 60 were assessed to be

associated with dense to very dense condition of the material. The natural moisture content

of the obtained samples of the granular deposits ranged between 12 to 31 percent, where

higher values were generally associated with the presence of clay seams (clay content).

Silty Clay - A layer of silty clay with trace sand and with medium plasticity was encountered

at a depth of about 18.3 m and extended to 27.4 m (Elev. 195.6 m). Based on the

penetration test results that ranged between 2 to 6, the deposit has a very soft to firm

consistency. Field Vane shear tests were conducted at depth 22.1, 25.2 and 26.7 m and the

undisturbed values of 11, 17, 9 kPa and remoulded (disturbed) values of 3 and 9 and 4 kPa

were obtained at the three noted depths respectively. Gradation analyses (sieve and

hydrometer tests) were conducted on a representative sample of the deposit (SS-17). The

selected soil sample contained 2 percent sand, 32 percent silt and 66 percent clay size

particles. Atterberg limit tests were carried out on the sample. It had a liquid limit of 48, a

plastic limit of 25 and plasticity index of 23 percent. The natural moisture content of the

tested sample (SS-17) was 44 percent. The water content of the obtained samples of the

soil unit ranged between 25 and 44 percent. A select sample of the deposit (SS-18) was

subject to a consolidation test and the obtained results are presented in Appendix B . A


Shelby tube sample of the deposit (ST-18) obtained from 22.8 to 23.4 m of depth bgs was

subject to consolidation test. A pre-consolidation pressure of 95 kPa was obtained and

based on that the soil over-consolidation ratio (OCR) was assessed to be 0.42, which is

associated with an unconsolidated condition. Soil compression index was measured as

0.171. The consolidation test results are provided in Appendix B .

Silty Clay Till - The above noted deposits are underlain by silty clay till layer that extends to

about 39 m depth bgs at the location of BH WH1-9. The glacial till deposit contains trace to

some sand and trace gravel and in accordance with the SPT ‘N’ values that were recorded to

be between 11 and 21, it has a stiff to very stiff consistency. The natural moisture content of

the silty clay glacial till deposits ranged between 11 and 30 percent and the higher water

contents were generally associated with lower consistency.

Silt - A layer/lens of silt, embedded in the glacial till material was encountered at about 33.1

m depth bgs (Elev. 190.0 m) and extended to about 36.0 m in which SPT values of 53 and

34 were registered and as such the silt deposit is believed to be in dense to very dense

condition. Water contents of 20 and 12 percent were recorded in the above noted soil

samples respectively.

Silty Sand Till - At about 39.0 m depth bgs (Elev. 184.1 m) in the drilled borehole, silty sand

till containing trace to some clay and trace gravel was encountered and extended to the

termination depth of the borehole (44.3 m). The SPT ‘N’ values of 30 and in excess of 75

that were registered in the soil unit indicated dense to very dense condition of the material.

The water content of the obtained sample of the deposit ranged between 9 and 12 percent.

4.2.8 BH WH1-10

Silt, Silty Sand to Sand and Gravel - Underlying the fill material, fine-grained deposit of silt

and coarse-grained deposits of silty sand to sand and gravel were encountered at the

location of Borehole WH1-10 and extend to about 11.6 m depth bgs (Elev. 212.0 m). The

SPT values ranging between 15 and 60, obtained in the noted granular deposits indicate a

compact to very dense condition of the soil units. Soil water content, in the tested samples of

the materials ranged between 8 and 19 percent.


Silty Clay/Clayey Silt - The above noted granular deposits are underlain by silty clay to

clayey silt materials that extend to 23.9 m (Elev. 199.6 m). According to the SPT values that

ranged between 21 and in excess of 50, the consistency of the fine-grained deposits is

assessed to be very stiff to hard. The moisture content values of 18 to 36 percent were

measured in the obtained soil samples of the material.

Silt - Below the depth of about 24.0 m (Elev. 199.6 m) the material turns to silt containing

clay seams in which the SPT ‘N’ values in excess of 60 were measured and as such, the

material is believed to be in very dense condition. Moisture content values of 13 to 24

percent were measured in the samples of the soil unit.

4.3 Local Subsurface Study

Based on the information obtained during the geotechnical investigation, the following

general subsurface stratification is concluded. For more details of the subsurface conditions,

reference should be made to the individual logs of boreholes presented in Appendix A of

this report.

The Site WH1 West is underlain by topsoil and fill deposits that extended to about 0.8 to 2.3

m depth bgs at the borehole locations. The fill is overlying glaciolacustrine and glaciofluvial,

deposits of fine-grained silty clay with low plasticity to granular silty sand (non plastic or with

low plasticity) that extended to the termination depth of Boreholes WH1-1 to WH1-3 and

WH1-10 but to depths varying from 9.3 m to 31.4 m bgs at the location of Borehole WH1-4

and WH1-7 to WH1-9 included.

The geotechnical property of these deposits can be generally described as follows: These

deposits have a uniform but not necessarily homogeneous texture as the material could be

stratified (layered). They do not contain gravel size particles unless the soil is gravelly by its

nature, indicating specific sedimentation conditions (fluvial condition). These deposits are in

stiff to very stiff or compact to dense condition. However, limited zones or lenses of loose to

very loose or soft to very soft deposits could be encountered within the material. These will

be discussed more in detail in the following text. The presence of these unconsolidated/un-

compacted materials at depth could be attributed to the presence of arching effects above

the deposition.

At the location of Boreholes WH1-4 and WH1-7 to WH1-9 the above noted deposits are

underlain by glacial deposits of silty clay to silty sand till, which generally have a hard

consistency or very dense relative density. These glacial materials have a heterogeneous


texture, contain different types of soil ingredients (gravel, sand, silt and clay size particle),

have been overridden by the glaciers and as such, they are over-consolidated/over-

compacted and have a consistent structure.

Local silty sand till with an inferred limited extent was encountered in BH WH1-1, embedded

within the lacustrine/glaciofluvial deposits at about 14.8 m bgs and a gravelly sand deposit

was encountered in BH WH1-8 at about 11.7 m depth (Elev. 211.6 m) extending to 14.6 m

bgs, overlying the glacial deposits. A coarse-grained deposit of gravelly sand as well as

sand and gravel was encountered in BH WH1-10 at about 5.5 m depth bgs and extended to

about 11.6 m (Elev. 212.0 m). Glacial deposits of sandy silt till (in compact to very dense

condition) and silty clay till (with hard consistency) underlie the overlying alluvial deposits at

the location of Borehole WH1-4.

In the following paragraphs, the anomalous soil conditions at the investigated locations are

discussed in more detail. For additional information the individual borehole logs are to be

consulted.

At the location of Borehole WH1-1, firm to very soft silty clay material was encountered at

about 16.2 m depth bgs (Elev. 207.2 m) and extended to the termination depth of the

borehole at 20.4 m bgs (Elev. 202.9 m). No such material was encountered in Borehole

WH1-8, drilled about 80 m south of the location of Borehole WH1-1. The consolidation

properties of the silty clay material are discussed in Section 4.2.1 and the consolidation test

results of a tested sample of the material is provided in Appendix B .

Borehole WH1-2 encountered a loose deposit of sandy silt with trace clay at about 5.6 m

depth bgs (Elev. 216.8 m) in which an SPT value of 9 was registered. However, in the SPT

conducted above or below the noted depth/elevation, higher values of 15 and 16 were

obtained, which are associated with soil compact condition at the tested locations. A loose

deposit of silty sand was also encountered at about 16.3 m depth bgs (Elev. 206.2 m) where

an SPT ‘N’ value of 7 was recorded. The SPT ‘N’ values on the upper and lower tests to the

above noted depth/elevation were 41 and 20, respectively, which indicate dense and

compact relative density of the deposits at the tested locations.

At the location of Borehole WH1-3, sandy silt material with loose relative density were

encountered at about 5.6 m depth and extended to about 9.2 m bgs and SPT values of 10

and 9 were recorded within the noted interval. A very low SPT ‘N’ value of zero (0) was

recorded at about 15.5 m depth bgs (Elev. 207.6 m). However, higher SPT values of 78 and


61, respectively have been obtained at the upper and lower test locations (1.5 m depth

intervals) relative to the noted depth/elevation. The low SPT value could be attributed to the

possibility of water flow into the borehole during the drilling operation and soil boiling

condition associated with elevated pore pressure in the material.

No loose/firm deposit was encountered at the location of Borehole WH1-4 to the extent of

investigation and the native deposits in the area have a compact to very dense relative

density or hard consistency.

Borehole WH1-7 encountered a deposit of silty sand to sandy silt underlying the fill material

at about 0.8 m depth bgs. Within these deposits, SPT ‘N’ value of 7 was recorded down to

about 2.5 m bgs which is associated with loose condition of the near-the-surface native

material. A SPT value of 9 was also recorded at about 4.8 m depth bgs in this borehole

which indicates that the material has a loose relative density at the noted depth. Additionally,

silty clay material with an approximate thickness of 1.5 m in firm condition was encountered

at 10.2 m depth bgs (Elev. 212.3 m), in which a SPT ‘N’ number of 8 was recorded. At the

location of Borehole WH1-7, a deposit of silty clay with trace sand with an approximate

thickness of nine metres (9.0 m) was noted at about 20.7 m depth and extended to about

29.7 m depth bgs (Elev.192.8 m), where the relatively very low SPT values of 1 to 4 were

measured and indicate very soft to soft consistency of the material.


investigation and the native deposits in the area have a compact to very dense relative

density or stiff to hard consistency. The lowest SPT ‘N’ value within the native deposits at

the location of Borehole WH1-8 was registered as 12 at about 17 m depth bgs in the silty

clay till deposit and indicates stiff consistency of the material.

At the location of Borehole WH1-9, very soft to firm silty clay soil was encountered at about

20.7 m depth (Elev. 202.3 m) and extended to 27.4 m depth bgs (Elev. 195.6 m). The

consolidation properties of the silty clay material are discussed in Section 4.2.7 and the

consolidation test results for a sample of the material is provided in Appendix B .


investigation, and the native deposits in the area have a compact to very dense relative

density or very stiff to hard consistency.


4.4 Groundwater Condition

In order to obtain information on stabilized groundwater level in the area, 50 mm monitoring

wells were installed in select boreholes (WH1-1, WH1-2 and WH1-4). The observed

groundwater depth/level during the site exploration operation and about three (3) weeks

following well installation is tabulated in the table below:

Table 4.4 - Groundwater Table Depth/Elevation at th e Monitoring Well Locations

Borehole Ground Elevation MW Installed

Groundwater Table Depth/Elev. (m) July 05,

2012 July 07,

2012 July 09,

2012 July 29,

2012 WH1-1 223.3 July 9, 2012 - - - 2.2/221.1 WH1-2 222.5 July 3, 2012 2.9/219.6 3.0/219.5 2.6/219.9 3.0/219.5 WH1-4 223.6 July 4, 2012 - 1.8/221.8 2.3/221.3 2.5/221.1

It should be noted that the groundwater level in the area will be subject to seasonal

fluctuations and could be somewhat higher in response to major weather events.


PART 2

5.0 INTERPRETATION, DISCUSSION AND RECOMMENDATIONS

The land parcel WH1 West, proposed for development of Water Reclamation Centre, is

located at 20908/20854 2nd Concession and approximately 1,000 m north of Queensville

Sideroad in the Town of East Gwillimbury, Ontario. The subject property has been used for

agricultural purposes in the past and was cultivated to grow corn and other vegetation at the

time of our investigation.

The subject Water Reclamation Centre will consist of conventional treatment, advanced

treatment and solids handling facilities and will comprise the following structures:

� In-ground, open top and covered, rectangular or round, concrete tanks, up to 12 m in

depth, with a base slab thickness in the order of 1000 mm and wall thickness of about

800 mm. The tanks will be in various sizes while the largest tank will be approximately

2,800 square metres,

� Large footprint structures with an approximate service load pressure on the footprint of

the base in the order of 100 kPa,

� Above ground digesters, with a total height of up to 18 m (5 m below ground) with base

pressures in the order of 200 kPa,

� Other tanks that could be steel shells with base pressures of up to 100 kPa,

� Numerous buildings of varying sizes, generally concrete heavy duty structures with post-

disaster importance, some with basement levels and others on grade and generally two

storeys in height. These vary from administration and maintenance buildings to process

related structures. The buildings vary in footprint with the largest around 11,200 square

metres and will be about 15 m high. The footprint of the smaller buildings could be

around 225 square metres.

Based upon the obtained information from the site investigation and assuming them to be

representative of the subsurface conditions across the Site, the geotechnical bearing

capacity and the type of foundation that could be installed at the Site are discussed in the

following sections. Upon establishment of the final layout of the facility, additional

geotechnical investigation will be required to confirm subsurface conditions at the location of

each proposed structure in order to develop geotechnical recommendations for detailed

design.


5.1 Conventional Spread/Strip Footings

Where loose granular deposits with a limited thickness are present at depth below the

founding level of the footings and the more elevated granular materials are in compact/dense

condition, it is believed that any deformation in the loose deposit will be dissipated through

the compact/dense material and will not generate excessive total/differential settlement. At

these locations, building or structure foundations can be supported on conventional

spread/strip footings or raft foundations placed on properly prepared native soils. The soil

parameters to be used for design and analysis of the foundation elements are summarized

below:

Table 5.1 - Foundation Design Soil Parameters

BH No. Depth bgs (m)

Soil Description

Design Parameters Ground Geotechnical Bearing Capacity

Field SPT 'N' Value

Friction Angle

Estimated Bulk

Density (γ)

SLS ULS

φ degrees kN/m 3 kPa kPa

WH1-1 2.3 Silt to Clayey Silt 13 30 19 200 300

WH1-2 2.3 Silt, Trace Clay, Trace to

Some Sand 10 30 19 200 300

WH1-3 2.3 Silt, Trace to Some Sand, Trace Clay

10 30 19 200 300

WH1-4 1.2 Silt, Trace Sand to Sandy, Trace Clay

12 30 19 200 300

WH1-7 2.3 Silty Sand to Sandy Silt 10 30 19 200 300

WH1-8 0.8 Silty Sand to Sandy Silt 17 30 19 200 300

WH1-9 2.3 Silty Sand to Silt 11 30 19 200 300

WH1-10 0.8 Silt with Some Sand to Sandy Silt

15 30 19 200 300

A minimum geotechnical bearing capacity of 200 kPa for a Serviceability Limit State (SLS)

design and 300 kPa for an Ultimate Limit State (ULS) design are available for the design of

conventional spread footings established on competent native stratum. Footings must be

founded at least 0.3 metres into the undisturbed native stratum for the bearing capacity

values provided.

The total settlement of spread/strip footings established on the native strata at this design

bearing pressure is expected to be less than 25 mm and the differential settlements are

anticipated to be less than 19 mm. A modulus of subgrade reaction (ks) of 25 MPa/m could


be used for the design of a slab-on grade, installed on compact native granular deposit (or on

engineered fill with an appropriate thickness) and a 150 mm thick layer base course,

consisting of OPSS granular ‘A’ material.

A layer/lens of very soft to firm silty clay was encountered at the location of Borehole WH1-1

at a depth of about 16.2 m bgs (Elev. 207.2 m) and extended to the termination depth of the

borehole. Similar fine-grained material was encountered at the location of Boreholes WH1-7

(at about 20.7 m depth bgs, (Elev. 201.8 m) extending to about 29.7 m depth bgs, Elev.

192.8 m) and WH1-9 (at 20.7 m depth, Elev. 202.3 extending to about 27.4 m depth bgs,

Elev. 195.6). Due to the nature of the deposits and the considerable distance between

adjacent boreholes, no confirmed correlation was concluded to exist between the deposits

and it is believed that the very soft to firm silty clay material are probably deposited in local

separated depressions.

The result of consolidation tests, carried out on select samples of deposits confirm that these

materials consist of compressible unconsolidated silty clay. However, they are overlain by

granular deposits which are generally in compact to dense condition which may alleviate the

amount of potential settlement that could occur in the footprint of structures. In general, due

to the depth of these deposits and low bearing pressure of the proposed structures, it is not

anticipated that these deposits will result in a settlement concern for the structures.

However, when the layout of the buildings to be constructed at the Site is finalized, the extent

of the deposits may be further investigated at the location of settlement sensitive structures.

Considering the applied loads as well as the footprint dimension and the depth of installation,

if required, appropriate soil improvement techniques used to improve soil behaviour or the

need for deep foundations will be assessed. Information on deep foundations is provided in

Appendix C .

Prior to installation of the spread/strip footings or the slab-on-grade, the site should be

stripped of any fill soils, organic/topsoil, loose/soft soils and deleterious materials to expose

an undisturbed subgrade, that will generally consist of compact to very dense granular silty

sand to sandy silt material. Where loose/soft deposits are present at shallow depths below

the founding level of the structures, sub-excavation and replacing the material with

engineered fill will be required.

Subsequent to stripping and removal of the surficial materials (e.g., topsoil and fill) in the

area of the proposed buildings, any exposed soils which contain excessive organics and

other compressible, weak and deleterious materials should be sub-excavated and removed.


The prepared subgrade then should be compacted with either a smooth-drum vibratory roller

(in granular subgrade) or a sheepfoot roller (in clayey subgrade), and proof rolled using a

loaded triaxle truck in the company of qualified geotechnical personnel. During proof rolling,

spongy, wet or soft/loose spots should be sub-excavated to stable subgrade and replaced

with approved soil, compatible with subgrade conditions, as directed by the geotechnical

engineer. After approval of the exposed subgrade, the grade can be restored to design

grades with compacted engineered fill.

All fill should be placed in 150 to 200 mm thick lifts and compacted to at least 100 percent

Standard Proctor Maximum Dry Density (SPMDD) in settlement sensitive areas. If work is

done during wet weather conditions, partial subexcavation of the exposed subgrade may

also be necessary.

5.2 Deep Foundations

At this stage of investigation, deep foundations are not being proposed for the structures to

be constructed at the Site. However, installation of deep foundations may be required if

future geotechnical investigations identify that the deep soft layer is extensive and the

proposed structures have foundations with high loads and could not tolerate the anticipated

settlements.

General information on installation of deep foundations is provided in Appendix C .

5.3 Depth of Frost Penetration

All foundations will need to be founded below frost depth or otherwise protected from frost,

and typical checks for buoyant effects on the in-ground structures will need to be made.

The design frost penetration depth for the general area is 1.5 m. Therefore, a permanent soil

cover of 1.5 m or its thermal equivalent will be required for frost protection of foundations. All

exterior footings and footings beneath unheated areas should have at least 1.5 m of earth

cover or equivalent thickness synthetic insulation (exterior grade rigid extruded polystyrene

insulation) for frost protection.

5.4 Seismic Site Classification

The Ontario Building Code (OBC) requires the assignment of a Seismic Site Class for

calculations of earthquake design forces and the structural design based on a two percent


probability of exceedance in 50 years. According to the OBC, the Seismic Site Class is a

function of soil profile, and is based on the average properties of the subsoil strata to a depth

of 30 m below the ground surface. The OBC provides the following three methods to obtain

the average properties for the top 30 m of the subsoil strata:

� Average shear wave velocity;

� Average SPT values; or

� Average undrained shear strength.

Based on the results of the performed geotechnical investigation and based on the criteria

listed in Table 4.1.8.4.A. of the OBC and our knowledge of the regional geology, a Seismic

Site Class ‘D’ can be used for the design of the structures.

5.5 Excavation

The Occupational Health and Safety Act (OHSA) and its Regulation O. Reg. 213/91

Construction Projects (the Regulation) specifies that where workers must enter a trench or

excavation carried deeper than 1.2 m, the trench or excavation must be suitably sloped

and/or braced in accordance with the OHSA Regulation. Section 226 of the Regulation

designates four broad classifications of soils to stipulate appropriate measures for excavation

safety, and maximum slopes of excavation as follows:

Table 5.5 - Maximum Slope Inclination for Excavatio ns

The existing soils encountered at the borehole locations bgs have generally a stiff

consistency or compact relative density and can be classified as Type 3 soils in their

undisturbed state above the groundwater level in accordance with the Regulation. Section

226 of the Regulation specifies the maximum slope inclination of 1 horizontal to 1 vertical for

a Type 3 soil. These deposits are to be considered as Type 4 soil below groundwater level.

Soil Type Base of Slope Maximum Slope Inclination

1 Within 1.2 m of bottom of trench 1 horizontal to 1 vertical 2 Within 1.2 m of bottom of trench 1 horizontal to 1 vertical 3 From bottom of excavation 1 horizontal to 1 vertical 4 From bottom of excavation 3 horizontal to 1 vertical


5.6 Lateral Earth Pressure

For the relatively shallow excavation depths, installation of a shoring system would probably

not be required. However, if the above recommended excavation side slopes can not be

maintained (due to lack of space, close proximity of other structures, etc.), an engineered

excavation support system must be used. Minimum support system requirements for steep

excavations are stipulated in Sections 234 through 242 of the Act and Regulations. The

engineered shoring system, if required, must be in place prior to commencement of the

installation operations. The shoring system must be designed to be internally (overturning,

and sliding) and externally (slope stability/base heave) stable.

The lateral earth pressure on the buried, underground portion of the structures may be

calculated from the following expression:

p = K(γh+q)

Where

p = lateral earth pressure acting at depth h (kN/m2)

K = earth pressure coefficient

γ = unit weight of soil surrounding the structure (kN/m3)

h = depth to point of interest (m)

q = equivalent value of surcharge on the ground surface (kN/m2)

The above expression does not take into consideration additional groundwater pressure, as it

is assumed that a drainage system will be installed to eliminate the accumulation of

groundwater behind the retaining structure.

In the above equation, the value of K should be taken as Ka for walls that can rotate/deflect

0.004 times the height of the wall; as (Ka + Ko)/2 on walls which are not completely rigid,

while the value of Ko should be used for rigid walls. A value of 0.5 is recommended to be

used for the different soil types at the Site. However, higher values up to two (2.0) will be

required when rigid structures will be in direct contact with over-consolidated/over-compacted

glacial till deposits at depth.

Excavations must be designed to maintain base stability in accordance with the Canadian

Foundation Engineering Manual 4th Edition. A stability assessment must include the potential

for high hydrostatic pressure from confined water bearing strata. For deep excavations


potentially impacted by hydrostatic pressure, consideration should be given to mitigation

measures, the use of cut off walls, or the like. Additional details on the depth of excavations

must be reviewed to assess the potential for base stability.

5.7 Groundwater Control

In the installed monitoring wells (Boreholes WH1-1, WH1-2 and WH1-4) the groundwater

level was measured to be at depths ranging between 1.8 to 3.0 m bgs (Elev. 219.5 to 221.8

m) in July 2012. Below groundwater table, seepage is anticipated during excavation

operations from surface drainage, perched water in the fill/reworked granular material, as

well as groundwater ingress from fissures and any permeable features in the native soils

encountered within the excavation depth.

The clayey/silty soils present in the area are, in general, of low permeability, therefore the

volume of water in an excavation limited to these deposits is anticipated to be relatively low

such that, for relatively shallow excavations, temporary pumping from the sump pumps

should be sufficient to control groundwater seepage. However, deeper excavations will

require pre-construction active dewatering and pumping from select sumps, especially where

perched groundwater condition in the fill/reworked native deposits and/or zones of sandy

material are encountered. To minimize dewatering efforts, the base of the footings should be

kept as shallow as possible, as deeper excavations may require more elaborate (e.g. well

points) dewatering methods.

Excavation within the existing native soils could be kept free of water by pumping from

filtered sumps established around the perimeter or at the base of the excavated area.

However, where seepage is permitted to enter the unsupported excavation, the flow of

groundwater through the faces of excavation (excavation side walls) could trigger instability

of the side walls.

It should be noted that the dewatering operation might have adverse effect on the adjacent

structures, any underground installations and active wells at the vicinity of the

excavated/dewatered area. The radius of influence of dewatering will depend on the existing

soil permeability, the depth of groundwater lowering and the length of time of dewatering

operation. Where interlocking sheet piling or low permeable shoring system is used to

support the excavation side walls, then it is expected that excavation and dewatering will

have little impact on the adjacent lands or adverse effect on the adjacent structures.


5.8 Engineered Fill

Engineered Fill refers to earth fill (earthworks) designed and constructed with engineering

inspection and testing, so as to be capable of supporting building foundations without

excessive settlement.

Preparation for Engineered Fill and Engineered Fill operations should only be conducted

under full time inspection and testing by the Geotechnical Engineer, in order to ensure

adequate compaction and fill quality. The work consists of, but is not limited to, the following:

a. Removal of all required fill materials from the ground surface below all areas to be

covered with Engineered Fill,

b. Excavation of Test Holes into the subgrade to investigate the suitability of subsurface

conditions for support of the Engineered Fill and determine if any prior existing fill

materials are present,

c. Proof-rolling of the subgrade (with a heavy rubber-tired equipment such as a loaded

dump truck) below areas to be covered with Engineered Fill, to detect the presence and

extent of unstable ground conditions,

d. Excavation and removal of unstable subgrade materials or other approved stabilization

measures, if required prior to the placement of Engineered Fill,

e. Surveying of ground elevations prior to placing Engineered Fill,

f. Supply, placement, and compaction of approved earth as specified herein, with full time

inspection and testing,

g. Surveying of ground elevations on completion of Engineered Fill placement,

h. Providing and maintaining survey layout of areas to receive Engineered Fill, and

monitoring of ground elevations throughout the construction of Engineered Fill.

Engineered Fill must not be placed without the approval of the Geotechnical Engineer. Prior

to placing any Engineered Fill, all unsuitable fill materials must be removed, the subgrade

must be investigated for old buried fill or deleterious material, the subgrade must be proof-

rolled and the subgrade elevations must be surveyed.

Prior to the placement of Engineered Fill, the source or borrow areas for the Engineered Fill

must be evaluated for its suitability. Samples of proposed fill material must be obtained by

the Geotechnical Engineer and tested in the geotechnical laboratory for SPMDD, prior to

approval of the material for use as Engineered Fill. The Engineered Fill must consist of clean

earth, free of organics and other deleterious material (building debris such as wood, bricks,

metal, and the like).


The Engineered Fill must be placed in maximum loose lift thicknesses of 150 mm. Each lift

of Engineered Fill must be compacted with a heavy roller to at least 98 percent SPMDD at

the optimum water content plus or minus 2 percent.

Field density tests must be taken by the Geotechnical Engineer, on each lift of Engineered

Fill. Any Engineered Fill, which is tested and found to not meet the specifications, shall be

either removed or reworked and retested.

A maximum net allowable bearing pressure of up to 150 kPa for SLS design and 225 kPa for

a factored ULS design can be used for foundations placed on engineered fill.

6.0 LIMITATIONS OF THE INVESTIGATION

This report is intended solely for York Region (the Client) and is prohibited for use by others

without Inspec-Sol’s prior written consent. This report is considered Inspec-Sol’s

professional work product and shall remain the sole property of Inspec-Sol. Any

unauthorized reuse, redistribution of or reliance on the report shall be at the Client and

recipient’s sole risk, without liability to Inspec-Sol. No portion of this report may be used as a

separate entity; it is to be read in its entirety and shall include all supporting drawings and

appendices.

The recommendations made in this report are in accordance with our present understanding

of the project, the current site use, ground surface elevations and conditions, and are based

on the work scope approved by the Client and described in the report. The services were

performed in a manner consistent with that level of care and skill ordinarily exercised by

members of geotechnical engineering professions currently practicing under similar

conditions in the same locality. No other representations, and no warranties or

representations of any kind, either expressed or implied, are made. Any use which a third

party makes of this report, or any reliance on or decisions to be made based on it, are the

responsibility of such third parties.

All details of design and construction are rarely known at the time of completion of a

geotechnical study. The recommendations and comments made in the study report are

based on our subsurface investigation and resulting understanding of the project, as defined

at the time of the study. We should be retained to review our recommendations when the


drawings and specifications are complete. Without this review, Inspec-Sol will not be liable

for any misunderstanding of our recommendations or their application and adaptation into the

final design.

It is important to emphasize that a soil investigation is, in fact, a random sampling of a site

and the comments included in this report are based on the results obtained at the test

locations only (Boreholes WH1-1 to WH1-4 and WH1-7 to WH1-10). The subsurface

conditions confirmed at the test locations may vary at other locations. The subsurface

conditions can also be significantly modified by the construction activities on site (i.e.

excavation, dewatering and drainage, blasting, pile driving, etc.). These conditions can also

be modified by exposure of soils or bedrock to humidity, dry periods or frost. Soil and

groundwater conditions between and beyond the test locations may differ both horizontally

and vertically from those encountered at the test locations and conditions may become

apparent during construction which could not be detected or anticipated at the time of our

investigation. Should any conditions at the site be encountered which differ from those found

at the test locations, we request that we be notified immediately in order to permit a

reassessment of our recommendations. If changed conditions are identified during

construction, no matter how minor, the recommendations in this report shall be considered

invalid until sufficient review and written assessment of said conditions by Inspec-Sol is

completed.

Figures

Site Location Plan Figure 1 Borehole Location Plan Figure 2

SiteWH1 West

Leslie

Stree

t

Queensville Sideroad

Yong

e Stre

et

Doane Road

Milne Lane

Cedar Street

Grant Court

Parkside Drive

Queens Court Balm

oral H

eights

Algonquin Forest DriveWright Drive

Holborn Road

Yong

e Stre

et

Doane Road

2nd

Conc

essio

n

240

235

230

245

225

250

260

265

220

270

275

255

28028

5 290

255

275

280 275

275

255

240

220

240

250

255

280

260

285

265

275

255

280

250

260

280

250

265

240

265

270

255

265

240

270

220

220

255

245

265

270

270

255

260

260

260

255

250255

280

QUEENSVILLE

UTM Zone 17N, NAD 83

GeorgianBay

LakeHuron

Lake Erie

Lake Ontario

YorkRegion

Basemapping: Produced by CRA under license from RegionalMunicipality of York, and Ontario Ministry of Natural Resources,Land Information Ontario (LIO), 2011. © Queens Printer 2011

²©2011 Conestoga-Rovers & Associates Ltd. All Rights Reserved. This document is protected by copyright law and may not be used, reproduced or modified in any manner or for any purpose exceptwith the written permission of Conestoga-Rovers & Associates Ltd. ("CRA") or a party to which itscopyright has been assigned. Conestoga-Rovers & Associates Ltd accepts no responsibility, and denies any liability whatsoever, to any party that uses, reproduces, modifies, or relies on thisdocument without Conestoga-Rovers & Associates Ltd. express written consent.

1:30,000

0 500 1,000250 Meters

Map Document: 050278-070-53(PRES005)GIS-WA001 Tuesday, April 09, 2013

Figure 1LegendWRC Outline - WH1 WestFreewayExpressway / HighwayArterial StreetRecreation PathwayRailway

! Utility LineElevation (masl)

WatercourseWater Area, PermanentWater Area, Seasonally InundatedWetland Area, PermanentWetland Area, Seasonally InundatedWooded Area

Borehole Location PlanPreliminary

Geotechnical InvestigationWater Reclamation Centre

Site WH1 WestEast Gwillimbury, Ontario

!.

!.

!.

!.

!.!.

!.

!.

WH1 West

2nd C

once

ssion

WH1-9

WH1-8WH1-7

WH1-2

WH1-4

WH1-3

WH1-1

WH1-10

2

UTM Zone 17N, NAD 83

GeorgianBay

LakeHuron

Lake Erie

Lake Ontario

YorkRegion

Basemapping: Produced by CRA under license from RegionalMunicipality of York, and Ontario Ministry of Natural Resources,Land Information Ontario (LIO), 2011. © Queens Printer 2011

²©2011 Conestoga-Rovers & Associates Ltd. All Rights Reserved. This document is protected by copyright law and may not be used, reproduced or modified in any manner or for any purpose exceptwith the written permission of Conestoga-Rovers & Associates Ltd. ("CRA") or a party to which itscopyright has been assigned. Conestoga-Rovers & Associates Ltd accepts no responsibility, and denies any liability whatsoever, to any party that uses, reproduces, modifies, or relies on thisdocument without Conestoga-Rovers & Associates Ltd. express written consent.

1:8,000

0 50 100 15025 Meters

Map Document: 050278-070-53(PRES005)GIS-WA002 Tuesday, April 09, 2013

Figure 2Legend!. Borehole Locations

WRC Outline - Site WH1 WestYork Region 1m ContourFreewayExpressway / HighwayArterial StreetRecreation PathwayRailway

! Utility Line

WatercourseWater Area, PermanentWater Area, Seasonally InundatedWetland Area, PermanentWetland Area, Seasonally InundatedWooded Area

Borehole Location PlanPreliminary

Geotechnical InvestigationWater Reclamation Centre

Site WH1 WestEast Gwillimbury, Ontario

Appendix A

Borehole Logs Notes on Borehole and Test Pit Reports

TERM

Dry

Damp

Moist

Moist-wet

Wet

DESCRIPTION

Seems dry, but contains some moisture; contains no noticeable moisture

Contains a trace amount of moisture

Contains a noticable amount of moisture, but no free water

Contains free water in a limited quantity

Contains considerable free water, voids may or may not be water filled

TERM

Very Soft

Soft

Firm

Stiff

Very Stiff

Hard

UndrainedShearStrength (kPa)

0 to 12

12 to 25

25 to 50

50 to 100

100 to 200

> 200

"N"-Value

0 to 2

2 to 4

4 to 8

8 to 16

16 to 30

>30

TERM

Very Loose

Loose

Compact

Dense

Very Dense

"N"-VALUE

0 to 4

4 to 10

10 to 30

30 to 50

>50

TERM

Boulders

Cobbles

Gravel -CoarseGravel -Fine

Sand -CoarseSand -MediumSand -Fine

Silt & Clay(usually detemined by Atterberg Limits)

Silt

Clay

SIEVE SIZES

> 300mm (12")

75mm (3") to 300mm (12")

19mm (3/4") to 75mm (3")#4 (4.75mm) to 19mm (3/4")

#10(2mm) to #4#40(0.425mm) to #10#200(0.075mm) to #40

0.002 to 0.075mm

less than 0.002mm

TERM

Trace

Some

Minorty, Majority

And

RANGE

0 to 10%

10% to 20%

20% to 35%

> 35%

T010091-00(001)CI-WA002 JULY 4, 2006

PS-020.02/IA / 06-05

PROCEDURES FOR IN-SITU TESTING IN GEOTECHNICS

A- Soil Sampling

Soil samples are normally recovered with a split-spoon sampler or a thin-walled Shelby tube. The split spoon is dynamically driven into the ground and takes a remoulded sample of the soil found at depth. A standard penetration test is thereby obtained, and is described in the following paragraph. The Shelby tube is pushed into the ground to obtain undisturbed samples of clay or clayey soils. Rock samples are obtained by drilling a core barrel into the rock formation; the diameter of the recovered sample varies with the size of the drilling bit used.

B- Standard Penetration Test (SPT)

A standard penetration test consists of driving a standard split-spoon sampler into the soil be dropping a 140 lb. weight (63.5 kg) from a height of 30 inches (76 cm). The sampler is driven 18 inches (45 cm) into the soil and the number of blows of the drop weight is recorded for every 6 inches (15 cm) of penetration. The total number of blows for the last 12 inches (30 cm) of penetration is the standard penetration index ("N" value). This value obtained at regular intervals provides vital information from which the density, compressibility and bearing capacity of the various soil horizons can be estimated. The test is however seldom used in clayey soils.

C- Dynamic Penetration Test

A dynamic penetration test (or cone penetration test) is similar to a standard penetration test with the difference that the split-spoon sampler is replaced by a conical point 10 cm2 in area. The number of blows is recorded continuously for every foot of penetration (30 cm) thus obtaining a systematic indication of the relative density of the materials encountered at depth. This test also helps in determining the depth to a dense soil horizon or bedrock.

Note: The presence of large gravel, cobbles or boulders in the subsoil may distort the results of both the standard penetration test and the dynamic penetration test by giving abnormally high resistance values. When it becomes impossible to drive the cone deeper a refusal ("R") is then recorded.

D- Shear Test

An undrained shear test may be carried out by pushing into the undisturbed soil a vane shear apparatus consisting of a four-bladed vane connected to a rod and by measuring the torque value required to shear the clay. This test may be repeated at regular intervals and the torque values calculated to obtain the undrained shear strength of the clay at each test level. The shear strength profiles permit the calculation of the allowable bearing capacity of the clay. The apparatus used is the "Nilcon" of Scandinavian origin.

E- Permeability Test (Lefranc)

This test consists of determining the coefficient of permeability K of the soil around a permeable lens of known dimensions and which has been formed below the driving shoe. The procedure used is the falling head method. Tests of the Lefranc type are carried out in soils with average granulometry and average permeability.

F- Packer Test

This test is conducted in bedrock by sealing off a section of the borehole with one or two inflatable rubber packers and then pumping water into the isolated section of the hole. The permeability of the rock adjacent to the isolated section of the borehole is measured as a function of the pumping head (pressure) and rate of water loss (absorption) from the sealed-off section over a fixed period of time.

G- Menard Pressuremeter Test

The pressuremeter test developed by Menard (1956) consists of laterally loading the sidewalls of a borehole by dilating a cylindrical probe. The test permits the determination of the modulus EM and the limit pressure pl, which are a measure of the strength of the soil, and enables the calculation of the bearing capacity and settlements for foundations.

CLASSIFICATION

1 - 10%

10 - 20%

20 - 35%

35 - 50%

silt

< 25

25 - 50

50 - 75

75 - 90

> 90

0 - 4

4 - 10

10 - 30

30 - 50

> 50

< 250

250 - 500

500 - 1000

1000 - 2000

2000 - 4000

> 4000

< 12

12 - 25

25 - 50

50 - 100

100 - 200

> 200

0,075 to 0,425mm0,425mm to 2,0mm

2,0 to 4,75mm

4,75mm to 19mm19 to 75mm

< 0,002mm0,002 to 0,075mm0,075 to 4,75mm

4,75 to 75mm

75 to 300mm

> 300mm

C

SOIL DESCRIPTION:

Each subsoil stratum is described using the following terminology. The relative density of granular soils is determined by the standardpenetration index ("N" value), while the consistency of clayey soils is measured by the value of the undrained shear strength (Cu).

"traces"

"some"

adjective (silty, sandy)

"and"

RELATIVE DENSITY OF

GRANULAR SOILS

(BLOWS/ft - 300mm)

ClaySiltSand

Gravel

Cobbles

Boulders

Very loose

Loose

Compact

Dense

Very dense

Very soft

Soft

Medium

Stiff

Very stiff

Hard

UNDRAINED SHEAR

STRENGTH (Cu)

(P.S.F.) (kPa)

ROCK QUALITY DESIGNATION

"RQD" (%) VALUE QUALITATIVE

SAMPLES:

TYPE AND NUMBER

ST: Shelby tubePS: Piston sample (Osterberg)

The type of sample recovered is shown on the log by the abbreviation listed hereafter. The numbering of samples is sequential for each type

of sample.

RQD

RECOVERY

The recovery, shown as a percentage, is the ratio of length of the sample obtained to the distance the sampler was driven/pushed into thesoil.

N: Standard penetration indexR: Refusal to penetration

LABORATORY TESTS:

Ip: Plasticity index

Wl: Liquid limit

Wp: Plastic limit

A: Atterberg limits

w: Water content

g: Unit weight CHEM: Chemical analysis

CS: Swedish fall cone

C: Consolidation O.V.: Organic vapor

PS-020.01/IA/06-05

sand gravel

clay

Bedrock(limestone)

fill

cobbles &boulders

CONSISTANCY OF

COHESIVE SOILS

TERMINOLOGY

very poor

poor

fair

good

excellent

The "Rock Quality Designation" or "RQD" value, expressed as a percentage, is the ratio of the total length of all core fragments of 4 inches(10cm) or more to the total length of the run.

IN-SITU TESTS:

SS: Split spoonSSE, GSE, AGE: Environmental sampling

NOTES ON BOREHOLE

AND TEST PIT REPORTS

(UNIFIED SYSTEM)

AG: AugerRC: Rock coreGS: Grab sample

k: PermeabilityABS: Absorption (Packer test)

STANDARD PENETRATION

INDEX "N" VALUE

STRATIGRAPHIC LEGEND

organic soil

N : Dynamic cone penetration indexCu: Undrained shear strengthPr: Pressuremeter

H: Hydrometer analysis

GSA: Grain size analysis

finemediumcoarse

finecoarse

SS-1

SS-2

SS-3

SS-4

SS-5

SS-6

SS-7

SS-8

222.25

219.36

217.22

1.07

3.96

6.10

14

17

20

15

19

13

14

42

67

75

50

75

83

100

100

100

14

21

20

20

18

22

15

17

FILL :SANDY SILT, trace clay, trace topsoil,rootlets with black organics, grey,compact

NATIVE :SILT, trace clay and sand, oxidizedseams, grey, compact

SILT to CLAYEY SILT, plastic, grey, stiff

SANDY SILT, trace clay, grey, compactto denseGr : 0%, Sa : 30%, Si : 63%, Cl : 7%

4-5-9-12

5-6-11-12

4-10-10-12

4-7-8-9

5-9-10-12

8-8-5-5

4-6-8-12

10-13-29-32

m

(blows / 12 in.-30 cm)

SS - SPLIT SPOON

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

Stra

tigra

phy

Ele

vatio

n(m

)

REFERENCE No.: 050278-070-53.1

CLIENT: Regional Municipality of York

DESCRIPTION OFSOIL AND BEDROCK

Rec

over

y

%

LOCATION:

223.32Feet

ENCLOSURE No.: 1

GROUND SURFACE

Sta

te

of 3Page: 1

BOREHOLE REPORT

ST - SHELBY TUBE

- WATER LEVEL

LEGEND

Metres

Type

and

Num

ber

DATE (FINISH): July 9, 2012

N

AU - AUGER PROBE

10 20 30 40 50 60 70 80 90

"N" Value

Field

2nd Concession, North of Queensville SideroadEast Gwillimbury, Ontario

DESCRIBED BY: S. Hussain

DATE (START): July 6, 2012

CHECKED BY: S. Shahangian

Dep

th

Shear test (Cu)Sensitivity (S) Water content (%)

wp wlAtterberg limits (%)

Lab

PROJECT:Preliminary Geotechnical InvestigationWater Reclamation Centre, Site WH1 West

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

Moi

stur

eC

onte

nt

BOREHOLE No.: WH1-1

Blows per6 in. /15 cm

or RQD

ELEVATION: 223.32 m

Pen

etra

ion

Inde

x/S

CR

SO

IL L

OG

WIT

H G

RA

PH

+WE

LL 0

5027

8-07

0-53

.1-W

H1-

WE

ST.

GP

J IN

SP

EC

_SO

L.G

DT

4/4

/13

0.6 m

Bentonite Seal

Bentonite Grout

WL2.27/29/2012

SS-9

SS-10

SS-11

SS-12

SS-13

SS-14

ST-1

214.17

208.53

207.16

9.15

14.79

16.16

17

39

22

21

67

7

--

100

100

100

100

100

100

--

21

14

17

18

12

21

--

Trace clay, plastic

SILTY SAND TILL, trace gravel, grey,very dense

SILTY CLAY, trace sand, layered,medium plasticity, grey, firm to very soft

5-5-12-15

9-21-18-23

6-10-12-20

7-7-14-17

8-16-51-50/75mm

3-3-4-6

--


SS - SPLIT SPOON

30

31

32

33

34

35

36

37

38

39

40

41

42

43

44

45

46

47

48

49

50

51

52

53

54

55

56

57

58

Stra

tigra

phy

Ele

vatio

n(m

)

REFERENCE No.: 050278-070-53.1



Rec

over

y

%

LOCATION:

223.32Feet

ENCLOSURE No.: 1

GROUND SURFACE

Sta

te

of 3Page: 2

BOREHOLE REPORT

ST - SHELBY TUBE

- WATER LEVEL

LEGEND

Metres

Type

and

Num

ber


N

AU - AUGER PROBE

10 20 30 40 50 60 70 80 90

"N" Value

Field





Dep

th



Lab


10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

Moi

stur

eC

onte

nt

BOREHOLE No.: WH1-1


or RQD

ELEVATION: 223.32 m

Pen

etra

ion

Inde

x/S

CR

SO

IL L

OG

WIT

H G

RA

PH

+WE

LL 0

5027

8-07

0-53

.1-W

H1-

WE

ST.

GP

J IN

SP

EC

_SO

L.G

DT

4/4

/13

11.0 m

11.6 m

15.2 m

Bentonite Seal

Sand

Screen

Bentonite Seal

SS-15

SS-16

205.03

202.89

18.29

20.43

1

0

100

100

45

33

Grey, very softGr : 0%, Sa : 1%, Si : 23%, Cl: 76%

END OF BOREHOLE:

NOTE :End of Borehole at 20.43 m bgsA 50 mm Monitoring Well was installed at15.24 m depth in the sampled boreholeBorehole open upon completion'bgs' denotes below ground surfaceGr, Sa, Si and Cl denote Gravel, Sand,Silt and Clay respectively

Groundwater level readings : Date Depth (m bgs) Elev (m)7/29/2012 2.20 221.1

0-0-1-2

0-0-0-0


SS - SPLIT SPOON

60

61

62

63

64

65

66

67

68

69

70

71

72

73

74

75

76

77

78

79

80

81

82

83

84

85

86

87

88

Stra

tigra

phy

Ele

vatio

n(m

)

REFERENCE No.: 050278-070-53.1



Rec

over

y

%

LOCATION:

223.32Feet

ENCLOSURE No.: 1

GROUND SURFACE

Sta

te

of 3Page: 3

BOREHOLE REPORT

ST - SHELBY TUBE

- WATER LEVEL

LEGEND

Metres

Type

and

Num

ber


N

AU - AUGER PROBE

10 20 30 40 50 60 70 80 90

"N" Value

Field





Dep

th



Lab


19.0

20.0

21.0

22.0

23.0

24.0

25.0

26.0

Moi

stur

eC

onte

nt

BOREHOLE No.: WH1-1


or RQD

ELEVATION: 223.32 m

Pen

etra

ion

Inde

x/S

CR

SO

IL L

OG

WIT

H G

RA

PH

+WE

LL 0

5027

8-07

0-53

.1-W

H1-

WE

ST.

GP

J IN

SP

EC

_SO

L.G

DT

4/4

/13

20.4 m

Stra

tigra

phy

Ele

vatio

n(m

)

REFERENCE No.: 050278-070-53.1



Rec

over

y

%

LOCATION:

222.49Feet

ENCLOSURE No.: 2

GROUND SURFACE

Sta

te

of 3Page: 1

BOREHOLE REPORT

ST - SHELBY TUBE

- WATER LEVEL

LEGEND

Metres

Type

and

Num

ber


N

AU - AUGER PROBE

10 20 30 40 50 60 70 80 90

"N" Value

Field





Dep

th



Lab


1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

Moi

stur

eC

onte

nt

SS-1

SS-2

SS-3

SS-4

SS-5A

SS-5B

SS-6

SS-7

SS-8

221.73

220.20

219.01

218.37

216.85

0.76

2.29

3.48

4.12

5.64

8

10

5

10

10

--

15

9

16

87

50

42

54

79

--

62

100

100

22

19

21

21

20

16

19

13

14

FILL :SANDY SILT, trace topsoil and rootletswith black organics, brownish grey, ,heterogeneous, loose

SILT, some topsoil and rootlets, oxidizedseams, grey, loose

Trace clay, plastic, layered

NATIVE :SILT, trace clay, layered, grey, loose

Some sand

Compact

SANDY SILT/SILTY SAND, trace clay,silt pockets, grey, , homogeneous, looseto compactGr : 0%, Sa : 37%, Si : 55%, Cl : 8%

3-3-5-7

3-5-5-4

3-3-2-5

3-4-6-5

3-4-6-9

--

4-5-10-11

0-0-9-11

0-7-9-11


SS - SPLIT SPOON

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

BOREHOLE No.: WH1-2


or RQD

ELEVATION: 222.49 m

Pen

etra

ion

Inde

x/S

CR

SO

IL L

OG

WIT

H G

RA

PH

+WE

LL 0

5027

8-07

0-53

.1-W

H1-

WE

ST.

GP

J IN

SP

EC

_SO

L.G

DT

4/4

/13

0.6 m

Bentonite Seal

Bentonite Grout

WL3.07/29/2012

SS-9A

SS-9B

SS-10

SS-11

SS-12

SS-13A

SS-13B

SS-14

213.19

206.16

9.30

16.33

--

14

26

31

29

--

41

7

100

--

79

67

100

100

--

100

20

23

15

22

17

17

20

21

SILT, grey, saturated, compact to dense

Trace sand (Sand pockets), dilatant

Some clay, layered, dense, dilatant

Trace sand, layered, compact, dilatant

Sandy, heterogeneous

Dense, dilatant

SILTY SAND, grey, loose

--

9-6-8-14

20-15-11-22

6-16-15-17

10-17-12-14

--

16-20-21-31

3-2-5-9


SS - SPLIT SPOON

30

31

32

33

34

35

36

37

38

39

40

41

42

43

44

45

46

47

48

49

50

51

52

53

54

55

56

57

58

Stra

tigra

phy

Ele

vatio

n(m

)

REFERENCE No.: 050278-070-53.1



Rec

over

y

%

LOCATION:

222.49Feet

ENCLOSURE No.: 2

GROUND SURFACE

Sta

te

of 3Page: 2

BOREHOLE REPORT

ST - SHELBY TUBE

- WATER LEVEL

LEGEND

Metres

Type

and

Num

ber


N

AU - AUGER PROBE

10 20 30 40 50 60 70 80 90

"N" Value

Field





Dep

th



Lab


10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

Moi

stur

eC

onte

nt

BOREHOLE No.: WH1-2


or RQD

ELEVATION: 222.49 m

Pen

etra

ion

Inde

x/S

CR

SO

IL L

OG

WIT

H G

RA

PH

+WE

LL 0

5027

8-07

0-53

.1-W

H1-

WE

ST.

GP

J IN

SP

EC

_SO

L.G

DT

4/4

/13

15.6 m

16.2 m

Bentonite Seal

SS-15

SS-16

204.20

202.06

18.29

20.43

20

16

100

100

19

18

SILT, trace clay, compact, dilatant

END OF BOREHOLE:

NOTE :End of Borehole at 20.43 m bgsA 50 mm Monitoring Well was installed at19.82 m depth on the sampled boreholeBorehole open upon completion'bgs' denotes below ground surfaceGr, Sa, Si and Cl denote Gravel, Sand,Silt and Clay respectively

Groundwater level readings : Date Depth (m bgs) Elev (m)7/05/2012 2.90 219.67/07/2012 3.00 219.57/09/2012 2.60 219.97/29/2012 3.00 219.5

7-5-15-14

1-8-8-11


SS - SPLIT SPOON

60

61

62

63

64

65

66

67

68

69

70

71

72

73

74

75

76

77

78

79

80

81

82

83

84

85

86

87

88

Stra

tigra

phy

Ele

vatio

n(m

)

REFERENCE No.: 050278-070-53.1



Rec

over

y

%

LOCATION:

222.49Feet

ENCLOSURE No.: 2

GROUND SURFACE

Sta

te

of 3Page: 3

BOREHOLE REPORT

ST - SHELBY TUBE

- WATER LEVEL

LEGEND

Metres

Type

and

Num

ber


N

AU - AUGER PROBE

10 20 30 40 50 60 70 80 90

"N" Value

Field





Dep

th



Lab


19.0

20.0

21.0

22.0

23.0

24.0

25.0

26.0

Moi

stur

eC

onte

nt

BOREHOLE No.: WH1-2


or RQD

ELEVATION: 222.49 m

Pen

etra

ion

Inde

x/S

CR

SO

IL L

OG

WIT

H G

RA

PH

+WE

LL 0

5027

8-07

0-53

.1-W

H1-

WE

ST.

GP

J IN

SP

EC

_SO

L.G

DT

4/4

/13

19.8 m

20.4 m

Sand

Screen

SS-1

SS-2

SS-3

SS-4

SS-5

SS-6

SS-7

SS-8

222.02

220.80

220.04

217.45

1.07

2.29

3.05

5.64

10

10

12

19

19

18

10

9

83

79

42

83

58

100

100

100

16

22

19

20

19

20

23

21

FILL :SANDY SILT, trace topsoil and rootlets,brownish grey, loose, heterogeneous

SILT, trace sand and clay, grey

NATIVE :SILT, trace clay, trace oxidation, layered,grey, compact

Trace sand and clay, black stainings

Trace clay, layered

Some sand, grey

SANDY SILT, grey, loose

2-3-7-10

4-5-5-7

4-6-6-9

6-10-9-10

9-9-10-13

6-10-8-9

0-5-5-7

0-0-9-13


SS - SPLIT SPOON

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

Stra

tigra

phy

Ele

vatio

n(m

)

REFERENCE No.: 050278-070-53.1



Rec

over

y

%

LOCATION:

223.09Feet

ENCLOSURE No.: 3

GROUND SURFACE

Sta

te

of 3Page: 1

BOREHOLE REPORT

ST - SHELBY TUBE

- WATER LEVEL

LEGEND

Metres

Type

and

Num

ber


N

AU - AUGER PROBE

10 20 30 40 50 60 70 80 90

"N" Value

Field





Dep

th



Lab


1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

Moi

stur

eC

onte

nt

BOREHOLE No.: WH1-3


or RQD

ELEVATION: 223.09 m

Pen

etra

ion

Inde

x/S

CR

SO

IL L

OG

WIT

H G

RA

PH

+WE

LL 0

5027

8-07

0-53

.1-W

H1-

WE

ST.

GP

J IN

SP

EC

_SO

L.G

DT

4/4

/13

SS-9

SS-10

SS-11

SS-12

SS-13

SS-14

213.94

208.30

9.15

14.79

25

73

42

78

0

61

100

92

100

100

100

100

17

14

16

16

16

15

SILT, trace to some sand, grey, compact,dilatant

Trace clay, grey, homogeneous, verydense

Some clay, layered, plastic, dense

Homogeneous, very dense

SILTY SAND, trace clay, grey,homogeneous, very loose

Gr : 0%, Sa : 60%, Si : 36%, Cl : 4%

Very dense

10-12-13-15

14-35-38-43

22-23-19-19

31-35-43-42

0-0-0-7

15-21-60/100mm


SS - SPLIT SPOON

30

31

32

33

34

35

36

37

38

39

40

41

42

43

44

45

46

47

48

49

50

51

52

53

54

55

56

57

58

Stra

tigra

phy

Ele

vatio

n(m

)

REFERENCE No.: 050278-070-53.1



Rec

over

y

%

LOCATION:

223.09Feet

ENCLOSURE No.: 3

GROUND SURFACE

Sta

te

of 3Page: 2

BOREHOLE REPORT

ST - SHELBY TUBE

- WATER LEVEL

LEGEND

Metres

Type

and

Num

ber


N

AU - AUGER PROBE

10 20 30 40 50 60 70 80 90

"N" Value

Field





Dep

th



Lab


10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

Moi

stur

eC

onte

nt

BOREHOLE No.: WH1-3


or RQD

ELEVATION: 223.09 m

Pen

etra

ion

Inde

x/S

CR

SO

IL L

OG

WIT

H G

RA

PH

+WE

LL 0

5027

8-07

0-53

.1-W

H1-

WE

ST.

GP

J IN

SP

EC

_SO

L.G

DT

4/4

/13

SS-15

SS-16A

SS-16B202.6620.43

85

--

17

100

100

--

15

14

34

Compact

Clayey, layered, plastic, grey

END OF BOREHOLE:

NOTE :End of Borehole at 20.43 m bgsBorehole open upon completion'bgs' denotes below ground surfaceGr, Sa, Si and Cl denote Gravel, Sand,Silt and Clay respectively

48-40-45-54

--

5-8-9-12


SS - SPLIT SPOON

60

61

62

63

64

65

66

67

68

69

70

71

72

73

74

75

76

77

78

79

80

81

82

83

84

85

86

87

88

Stra

tigra

phy

Ele

vatio

n(m

)

REFERENCE No.: 050278-070-53.1



Rec

over

y

%

LOCATION:

223.09Feet

ENCLOSURE No.: 3

GROUND SURFACE

Sta

te

of 3Page: 3

BOREHOLE REPORT

ST - SHELBY TUBE

- WATER LEVEL

LEGEND

Metres

Type

and

Num

ber


N

AU - AUGER PROBE

10 20 30 40 50 60 70 80 90

"N" Value

Field





Dep

th



Lab


19.0

20.0

21.0

22.0

23.0

24.0

25.0

26.0

Moi

stur

eC

onte

nt

BOREHOLE No.: WH1-3


or RQD

ELEVATION: 223.09 m

Pen

etra

ion

Inde

x/S

CR

SO

IL L

OG

WIT

H G

RA

PH

+WE

LL 0

5027

8-07

0-53

.1-W

H1-

WE

ST.

GP

J IN

SP

EC

_SO

L.G

DT

4/4

/13

14

27

21

12

28

--

16

26

19

58

62

50

100

75

--

100

83

100

19

20

20

19

18

SS-1

SS-2

SS-3

SS-4

SS-5A

SS-5B

SS-6

SS-7

SS-8

222.40

217.98

1.22

5.64

18

18

16

15

FILL :SANDY SILT, trace topsoil and rootlets,brownish grey, compact

SILT, trace sand, trace topsoil, oxidizedseams, grey, compact

NATIVE :SILT, trace clay and sand, oxidizedseams, layered, plastic, grey,homogeneous, compact

Gr : 0%, Sa : 5%, Si : 88%, Cl : 7%

Trace sand

Trace sand to sandy

SANDY SILT, contains dark grey sandpockets, grey, compactGr : 0%, Sa : 28%, Si : 68%, Cl : 4%

6-6-8-10

7-12-15-17

7-9-12-13

3-6-6-8

8-13-15-14

--

5-5-11-16

5-12-14-16

4-8-11-7

0.90 m

m


SS - SPLIT SPOON

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

Stra

tigra

phy

Ele

vatio

n(m

)

REFERENCE No.: 050278-070-53.1



Rec

over

y

%

LOCATION:

223.62Feet

ENCLOSURE No.: 4

GROUND SURFACE

Sta

te

of 3Page: 1

BOREHOLE REPORT

ST - SHELBY TUBE

- WATER LEVEL

LEGEND

Metres

Type

and

Num

ber


N

AU - AUGER PROBE

10 20 30 40 50 60 70 80 90

"N" Value

Field





Dep

th



Lab


1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

Moi

stur

eC

onte

nt

BOREHOLE No.: WH1-4


or RQD

ELEVATION: 223.62 m

Pen

etra

ion

Inde

x/S

CR

SO

IL L

OG

WIT

H G

RA

PH

+WE

LL 0

5027

8-07

0-53

.1-W

H1-

WE

ST.

GP

J IN

SP

EC

_SO

L.G

DT

4/4

/13

Bentonite Seal

Bentonite Seal

Sand

Screen

0.6 m

4.9 m

5.5 m

Bentonite Grout

WL2.57/29/2012

SS-9A

SS-9B

SS-10

SS-11A

SS-11B

SS-12

SS-13

SS-14

214.32

210.92

9.30

12.70

--

15

68

85

--

84

84

72

100

--

83

100

--

100

78

100

14

17

11

12

14

21

20

20

GravellySANDY SILT TILL, trace to some clayand gravel, grey, compact to very dense

SILTY CLAY TILL, trace sand and gravel,layered, grey, hard

Gr : 0%, Sa : 1%, Si : 52%, Cl : 47%

--

28-7-8-11

10-16-52-38

18-35-50-15

--

20-27-57-55/75mm

26-35-49-55/125mm

21-35-37-60


SS - SPLIT SPOON

30

31

32

33

34

35

36

37

38

39

40

41

42

43

44

45

46

47

48

49

50

51

52

53

54

55

56

57

58

Stra

tigra

phy

Ele

vatio

n(m

)

REFERENCE No.: 050278-070-53.1



Rec

over

y

%

LOCATION:

223.62Feet

ENCLOSURE No.: 4

GROUND SURFACE

Sta

te

of 3Page: 2

BOREHOLE REPORT

ST - SHELBY TUBE

- WATER LEVEL

LEGEND

Metres

Type

and

Num

ber


N

AU - AUGER PROBE

10 20 30 40 50 60 70 80 90

"N" Value

Field





Dep

th



Lab


10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

Moi

stur

eC

onte

nt

BOREHOLE No.: WH1-4


or RQD

ELEVATION: 223.62 m

Pen

etra

ion

Inde

x/S

CR

SO

IL L

OG

WIT

H G

RA

PH

+WE

LL 0

5027

8-07

0-53

.1-W

H1-

WE

ST.

GP

J IN

SP

EC

_SO

L.G

DT

4/4

/13

9.2 m

SS-15

SS-16

203.1920.43

110

80

100

100

20

20

END OF BOREHOLE:

NOTE :End of Borehole at 20.43 m bgsBorehole open upon completionA 50 mm monitoring well installed at 9.15m depth in the sampled borehole'bgs' denotes below ground surfaceGr, Sa, Si and Cl denote Gravel, Sand,Silt and Clay respectively

Groundwater level readings : Date Depth (m bgs) Elev (m)7/07/2012 1.80 221.87/09/2012 2.30 221.37/29/2012 2.50 221.1

28-60-50/75mm

19-28-52-58


SS - SPLIT SPOON

60

61

62

63

64

65

66

67

68

69

70

71

72

73

74

75

76

77

78

79

80

81

82

83

84

85

86

87

88

Stra

tigra

phy

Ele

vatio

n(m

)

REFERENCE No.: 050278-070-53.1



Rec

over

y

%

LOCATION:

223.62Feet

ENCLOSURE No.: 4

GROUND SURFACE

Sta

te

of 3Page: 3

BOREHOLE REPORT

ST - SHELBY TUBE

- WATER LEVEL

LEGEND

Metres

Type

and

Num

ber


N

AU - AUGER PROBE

10 20 30 40 50 60 70 80 90

"N" Value

Field





Dep

th



Lab


19.0

20.0

21.0

22.0

23.0

24.0

25.0

26.0

Moi

stur

eC

onte

nt

BOREHOLE No.: WH1-4


or RQD

ELEVATION: 223.62 m

Pen

etra

ion

Inde

x/S

CR

SO

IL L

OG

WIT

H G

RA

PH

+WE

LL 0

5027

8-07

0-53

.1-W

H1-

WE

ST.

GP

J IN

SP

EC

_SO

L.G

DT

4/4

/13

>>

SS-1A

SS-1B

SS-2

SS-3

SS-4

SS-5

SS-6

SS-7

SS-8

222.38

221.77

215.52

0.15

0.76

7.01

--

9

7

7

10

12

9

13

23

--

87

61

61

67

67

78

89

83

19

19

20

18

17

19

19

16

18

TOPSOIL : 150 mmFILL :SILTY SAND to SANDY SILT, trace clay,trace organics, brownish grey, moist towet, loose to compactNATIVE :SILTY SAND to SANDY SILT, brown,moist, loose to compact

SILT, some clay, trace sand, grey, moist,compact

Sa : 6%, Si : 83%, Cl : 11%

--

2-4-5-6

3-3-4

3-3-4

4-5-5

7-7-5

2-3-6

4-5-8

8-8-15


SS - SPLIT SPOON

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

Stra

tigra

phy

Ele

vatio

n(m

)

REFERENCE No.: 050278-070-53.1



Rec

over

y

%

LOCATION:

222.53Feet

ENCLOSURE No.: 7

GROUND SURFACE

Sta

te

of 6Page: 1

BOREHOLE REPORT

ST - SHELBY TUBE

- WATER LEVEL

LEGEND

Metres

Type

and

Num

ber

DATE (FINISH): September 19, 2012

N

AU - AUGER PROBE

10 20 30 40 50 60 70 80 90

"N" Value

Field


DESCRIBED BY: P. Hynes/B. Santos

DATE (START): September 19, 2012


Dep

th



Lab


1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

Moi

stur

eC

onte

nt

BOREHOLE No.: WH1-7


or RQD

ELEVATION: 222.53 m

Pen

etra

ion

Inde

x/S

CR

SO

IL L

OG

WIT

H G

RA

PH

+WE

LL 0

5027

8-07

0-53

.1-W

H1-

WE

ST.

GP

J IN

SP

EC

_SO

L.G

DT

4/4

/13

SS-9

SS-10

SS-11

SS-12

SS-13

SS-14

212.32

210.93

10.21

11.60

24

8

39

40

49

44

100

83

100

100

89

89

22

20

18

22

18

20

SILTY CLAY, trace to some sand, grey,moist, firm

SANDY SILT, trace clay, grey, wet,dense

10-10-14

3-3-5

12-17-22

15-18-22

17-25-24

17-22-22


SS - SPLIT SPOON

30

31

32

33

34

35

36

37

38

39

40

41

42

43

44

45

46

47

48

49

50

51

52

53

54

55

56

57

58

Stra

tigra

phy

Ele

vatio

n(m

)

REFERENCE No.: 050278-070-53.1



Rec

over

y

%

LOCATION:

222.53Feet

ENCLOSURE No.: 7

GROUND SURFACE

Sta

te

of 6Page: 2

BOREHOLE REPORT

ST - SHELBY TUBE

- WATER LEVEL

LEGEND

Metres

Type

and

Num

ber


N

AU - AUGER PROBE

10 20 30 40 50 60 70 80 90

"N" Value

Field





Dep

th



Lab


10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

Moi

stur

eC

onte

nt

BOREHOLE No.: WH1-7


or RQD

ELEVATION: 222.53 m

Pen

etra

ion

Inde

x/S

CR

SO

IL L

OG

WIT

H G

RA

PH

+WE

LL 0

5027

8-07

0-53

.1-W

H1-

WE

ST.

GP

J IN

SP

EC

_SO

L.G

DT

4/4

/13

SS-15

SS-16

SS-17

SS-18

SS-19

ST-20

201.8020.73

42

40

2

1

2

--

89

89

83

--

89

--

17

16

30

43

32

--

SILTY CLAY, trace sand, contains sandseams, grey, very soft to soft

Field Vane at 21.9 m bgsShear Strength : 20 kPaRemould : 9 kPa

Sa : 5%, Si : 27%, Cl : 68%


9-12-30

17-20-20

8-2-0

0-0-1

0-0-2

--


SS - SPLIT SPOON

60

61

62

63

64

65

66

67

68

69

70

71

72

73

74

75

76

77

78

79

80

81

82

83

84

85

86

87

88

Stra

tigra

phy

Ele

vatio

n(m

)

REFERENCE No.: 050278-070-53.1



Rec

over

y

%

LOCATION:

222.53Feet

ENCLOSURE No.: 7

GROUND SURFACE

Sta

te

of 6Page: 3

BOREHOLE REPORT

ST - SHELBY TUBE

- WATER LEVEL

LEGEND

Metres

Type

and

Num

ber


N

AU - AUGER PROBE

10 20 30 40 50 60 70 80 90

"N" Value

Field





Dep

th



Lab


19.0

20.0

21.0

22.0

23.0

24.0

25.0

26.0

Moi

stur

eC

onte

nt

BOREHOLE No.: WH1-7


or RQD

ELEVATION: 222.53 m

Pen

etra

ion

Inde

x/S

CR

SO

IL L

OG

WIT

H G

RA

PH

+WE

LL 0

5027

8-07

0-53

.1-W

H1-

WE

ST.

GP

J IN

SP

EC

_SO

L.G

DT

4/4

/13

SS-21

SS-22

SS-23

SS-24

SS-25

SS-26

192.80

191.13

29.73

31.40

4

3

100

42

31

76

94

94

100

78

78

72

35

25

17

14

13

12

SILTY SAND, grey, moist, very dense

SANDY SILT TILL, some clay, tracegravel, grey, moist, very dense tocompact

(Heavy grinding, cobble/boulder inferred)

0-1-3

0-0-3

39-50/150mm

22-21-21

11-15-16

35-36-40


SS - SPLIT SPOON

89

90

91

92

93

94

95

96

97

98

99

100

101

102

103

104

105

106

107

108

109

110

111

112

113

114

115

116

117

Stra

tigra

phy

Ele

vatio

n(m

)

REFERENCE No.: 050278-070-53.1



Rec

over

y

%

LOCATION:

222.53Feet

ENCLOSURE No.: 7

GROUND SURFACE

Sta

te

of 6Page: 4

BOREHOLE REPORT

ST - SHELBY TUBE

- WATER LEVEL

LEGEND

Metres

Type

and

Num

ber


N

AU - AUGER PROBE

10 20 30 40 50 60 70 80 90

"N" Value

Field





Dep

th



Lab


28.0

29.0

30.0

31.0

32.0

33.0

34.0

35.0

Moi

stur

eC

onte

nt

BOREHOLE No.: WH1-7


or RQD

ELEVATION: 222.53 m

Pen

etra

ion

Inde

x/S

CR

SO

IL L

OG

WIT

H G

RA

PH

+WE

LL 0

5027

8-07

0-53

.1-W

H1-

WE

ST.

GP

J IN

SP

EC

_SO

L.G

DT

4/4

/13

SS-27

SS-28

SS-29

SS-30

SS-31

SS-32

180.23

178.22

42.30

44.31

33

30

21

51

65

100

39

61

78

55

28

100

43

10

10

10

10

13

SILTY SAND TILL, some gravel, traceclay, grey, moist, very dense

END OF BOREHOLE:

NOTE :

12-16-17

11-15-15

10-10-11

14-24-27

29-29-36

50/100mm


SS - SPLIT SPOON

119

120

121

122

123

124

125

126

127

128

129

130

131

132

133

134

135

136

137

138

139

140

141

142

143

144

145

146

147

Stra

tigra

phy

Ele

vatio

n(m

)

REFERENCE No.: 050278-070-53.1



Rec

over

y

%

LOCATION:

222.53Feet

ENCLOSURE No.: 7

GROUND SURFACE

Sta

te

of 6Page: 5

BOREHOLE REPORT

ST - SHELBY TUBE

- WATER LEVEL

LEGEND

Metres

Type

and

Num

ber


N

AU - AUGER PROBE

10 20 30 40 50 60 70 80 90

"N" Value

Field





Dep

th



Lab


37.0

38.0

39.0

40.0

41.0

42.0

43.0

44.0

Moi

stur

eC

onte

nt

BOREHOLE No.: WH1-7


or RQD

ELEVATION: 222.53 m

Pen

etra

ion

Inde

x/S

CR

SO

IL L

OG

WIT

H G

RA

PH

+WE

LL 0

5027

8-07

0-53

.1-W

H1-

WE

ST.

GP

J IN

SP

EC

_SO

L.G

DT

4/4

/13

End of Borehole at 44.31 m bgsBorehole open upon completion'bgs' denotes below ground surfaceSa, Si and Cl denote Sand, Silt and Clayrespectively


SS - SPLIT SPOON

148

149

150

151

152

153

154

155

156

157

158

159

160

161

162

163

164

165

166

167

168

169

170

171

172

173

174

175

176

177

Stra

tigra

phy

Ele

vatio

n(m

)

REFERENCE No.: 050278-070-53.1



Rec

over

y

%

LOCATION:

222.53Feet

ENCLOSURE No.: 7

GROUND SURFACE

Sta

te

of 6Page: 6

BOREHOLE REPORT

ST - SHELBY TUBE

- WATER LEVEL

LEGEND

Metres

Type

and

Num

ber


N

AU - AUGER PROBE

10 20 30 40 50 60 70 80 90

"N" Value

Field





Dep

th



Lab


46.0

47.0

48.0

49.0

50.0

51.0

52.0

53.0

Moi

stur

eC

onte

nt

BOREHOLE No.: WH1-7


or RQD

ELEVATION: 222.53 m

Pen

etra

ion

Inde

x/S

CR

SO

IL L

OG

WIT

H G

RA

PH

+WE

LL 0

5027

8-07

0-53

.1-W

H1-

WE

ST.

GP

J IN

SP

EC

_SO

L.G

DT

4/4

/13

SS-1

SS-2

SS-3

SS-4

SS-5

SS-6

SS-7

SS-8

223.25

222.62

221.18

219.26

0.13

0.76

2.20

4.12

9

21

17

22

23

20

40

38

83

89

83

83

89

83

83

94

18

18

20

16

18

15

11

17

TOPSOIL : 125 mmFILL :SILTY SAND, trace organics, light brownto brown, moist, loose

NATIVE :SILTY SAND, trace clay, grey, moist,compact

SANDY SILT, occasional clay seams,grey, wet, compact

SILTY SAND, trace to some gravel, grey,wet, compact to dense

Si : 23%, Sa : 62%, Gr : 15%

3-4-5-6

6-10-11

5-7-10

7-10-12

8-10-13

7-9-11

13-17-23

9-18-20


SS - SPLIT SPOON

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

Stra

tigra

phy

Ele

vatio

n(m

)

REFERENCE No.: 050278-070-53.1



Rec

over

y

%

LOCATION:

223.38Feet

ENCLOSURE No.: 8

GROUND SURFACE

Sta

te

of 4Page: 1

BOREHOLE REPORT

ST - SHELBY TUBE

- WATER LEVEL

LEGEND

Metres

Type

and

Num

ber


N

AU - AUGER PROBE

10 20 30 40 50 60 70 80 90

"N" Value

Field


DESCRIBED BY: J. Young/B. Santos



Dep

th



Lab


1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

Moi

stur

eC

onte

nt

BOREHOLE No.: WH1-8


or RQD

ELEVATION: 223.38 m

Pen

etra

ion

Inde

x/S

CR

SO

IL L

OG

WIT

H G

RA

PH

+WE

LL 0

5027

8-07

0-53

.1-W

H1-

WE

ST.

GP

J IN

SP

EC

_SO

L.G

DT

4/4

/13

SS-9

SS-10

SS-11

SS-12

SS-13

SS-14

211.64

208.75

205.70

11.74

14.63

17.68

38

46

46

50

18

12

94

83

94

89

94

0

15

18

5

9

29

--

GRAVELLY SAND, trace silt, grey, wet,dense

SILTY CLAY TILL, some sand, tracegravel, grey, wet, very stiff

No Recovery

SILT TILL, some clay, trace sand andgravel, grey, wet, very dense

12-17-21

15-19-27

15-19-27

19-25-25

9-8-10

8-7-5


SS - SPLIT SPOON

30

31

32

33

34

35

36

37

38

39

40

41

42

43

44

45

46

47

48

49

50

51

52

53

54

55

56

57

58

Stra

tigra

phy

Ele

vatio

n(m

)

REFERENCE No.: 050278-070-53.1



Rec

over

y

%

LOCATION:

223.38Feet

ENCLOSURE No.: 8

GROUND SURFACE

Sta

te

of 4Page: 2

BOREHOLE REPORT

ST - SHELBY TUBE

- WATER LEVEL

LEGEND

Metres

Type

and

Num

ber


N

AU - AUGER PROBE

10 20 30 40 50 60 70 80 90

"N" Value

Field





Dep

th



Lab


10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

Moi

stur

eC

onte

nt

BOREHOLE No.: WH1-8


or RQD

ELEVATION: 223.38 m

Pen

etra

ion

Inde

x/S

CR

SO

IL L

OG

WIT

H G

RA

PH

+WE

LL 0

5027

8-07

0-53

.1-W

H1-

WE

ST.

GP

J IN

SP

EC

_SO

L.G

DT

4/4

/13

SS-15

SS-16

SS-17

SS-18

SS-19

SS-20

201.08

198.08

22.30

25.30

76

63

81

50

51

55

94

94

89

83

55

78

13

23

24

25

28

26

CLAYEY SILT TILL, some sand, tracegravel, clay layers, grey, wet, hard

SANDY SILT TILL, some clay, tracegravel, clay seams, grey, moist, verydense

28-32-44

23-32-31

33-38-43

17-19-31

16-19-32

17-19-36


SS - SPLIT SPOON

60

61

62

63

64

65

66

67

68

69

70

71

72

73

74

75

76

77

78

79

80

81

82

83

84

85

86

87

88

Stra

tigra

phy

Ele

vatio

n(m

)

REFERENCE No.: 050278-070-53.1



Rec

over

y

%

LOCATION:

223.38Feet

ENCLOSURE No.: 8

GROUND SURFACE

Sta

te

of 4Page: 3

BOREHOLE REPORT

ST - SHELBY TUBE

- WATER LEVEL

LEGEND

Metres

Type

and

Num

ber


N

AU - AUGER PROBE

10 20 30 40 50 60 70 80 90

"N" Value

Field





Dep

th



Lab


19.0

20.0

21.0

22.0

23.0

24.0

25.0

26.0

Moi

stur

eC

onte

nt

BOREHOLE No.: WH1-8


or RQD

ELEVATION: 223.38 m

Pen

etra

ion

Inde

x/S

CR

SO

IL L

OG

WIT

H G

RA

PH

+WE

LL 0

5027

8-07

0-53

.1-W

H1-

WE

ST.

GP

J IN

SP

EC

_SO

L.G

DT

4/4

/13

SS-21

SS-22

SS-23

SS-24191.3232.06

59

100

100

100

61

83

100

100

25

15

15

16

END OF BOREHOLE:

NOTE :End of Borehole at 32.06 m bgsBorehole open upon completion'bgs' denotes below ground surfaceSi, Sa and Gr denote Silt, Sand andGravel respectively

21-27-32

41-54/150mm

100/125mm

50/50mm


SS - SPLIT SPOON

89

90

91

92

93

94

95

96

97

98

99

100

101

102

103

104

105

106

107

108

109

110

111

112

113

114

115

116

117

Stra

tigra

phy

Ele

vatio

n(m

)

REFERENCE No.: 050278-070-53.1



Rec

over

y

%

LOCATION:

223.38Feet

ENCLOSURE No.: 8

GROUND SURFACE

Sta

te

of 4Page: 4

BOREHOLE REPORT

ST - SHELBY TUBE

- WATER LEVEL

LEGEND

Metres

Type

and

Num

ber


N

AU - AUGER PROBE

10 20 30 40 50 60 70 80 90

"N" Value

Field





Dep

th



Lab


28.0

29.0

30.0

31.0

32.0

33.0

34.0

35.0

Moi

stur

eC

onte

nt

BOREHOLE No.: WH1-8


or RQD

ELEVATION: 223.38 m

Pen

etra

ion

Inde

x/S

CR

SO

IL L

OG

WIT

H G

RA

PH

+WE

LL 0

5027

8-07

0-53

.1-W

H1-

WE

ST.

GP

J IN

SP

EC

_SO

L.G

DT

4/4

/13

SS-1

SS-2

SS-3

SS-4

SS-5

SS-6

SS-7

SS-8

222.88

222.30

220.16

219.10

215.96

214.52

0.18

0.76

2.90

3.96

7.10

8.54

11

11

10

18

20

11

22

24

83

83

78

94

89

83

83

89

19

18

20

17

18

17

14

23

TOPSOIL : 175 mmFILL :SILTY SAND to SANDY SILT, traceorganics, dark brown to brown, moist,compactNATIVE :SILTY SAND, contains silt seams,brownish grey, moist, compact

SILT, some clay, trace sand, containssand seams, grey, wet, compact

Cl : 11%, Si : 85%, Sa : 4%, Gr : 0%

SILTY SAND, grey, wet, compact

SANDY SILT to SILTY SAND, containssand seams, grey, wet, compact

SANDY SILT, contains clay and siltseams, grey, wet, compact to very dense

3-5-6-8

4-5-6

4-5-5

4-9-9

4-10-10

4-4-7

9-11-11

9-11-13


SS - SPLIT SPOON

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

Stra

tigra

phy

Ele

vatio

n(m

)

REFERENCE No.: 050278-070-53.1



Rec

over

y

%

LOCATION:

223.06Feet

ENCLOSURE No.: 9

GROUND SURFACE

Sta

te

of 6Page: 1

BOREHOLE REPORT

ST - SHELBY TUBE

- WATER LEVEL

LEGEND

Metres

Type

and

Num

ber


N

AU - AUGER PROBE

10 20 30 40 50 60 70 80 90

"N" Value

Field


DESCRIBED BY: B. Santos



Dep

th



Lab


1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

Moi

stur

eC

onte

nt

BOREHOLE No.: WH1-9


or RQD

ELEVATION: 223.06 m

Pen

etra

ion

Inde

x/S

CR

SO

IL L

OG

WIT

H G

RA

PH

+WE

LL 0

5027

8-07

0-53

.1-W

H1-

WE

ST.

GP

J IN

SP

EC

_SO

L.G

DT

4/4

/13

SS-9

SS-10

SS-11

SS-12

SS-13

SS-14

211.47

209.95

11.59

13.11

23

56

45

44

63

60

89

94

94

89

94

89

15

31

17

17

12

14

SILT, trace clay, contains sand seams,grey, wet, dense

SILTY SAND, trace clay, sand seams,grey, wet, dense

10-9-14

14-26-30

19-20-25

16-16-28

20-26-37

38-54-6


SS - SPLIT SPOON

30

31

32

33

34

35

36

37

38

39

40

41

42

43

44

45

46

47

48

49

50

51

52

53

54

55

56

57

58

Stra

tigra

phy

Ele

vatio

n(m

)

REFERENCE No.: 050278-070-53.1



Rec

over

y

%

LOCATION:

223.06Feet

ENCLOSURE No.: 9

GROUND SURFACE

Sta

te

of 6Page: 2

BOREHOLE REPORT

ST - SHELBY TUBE

- WATER LEVEL

LEGEND

Metres

Type

and

Num

ber


N

AU - AUGER PROBE

10 20 30 40 50 60 70 80 90

"N" Value

Field





Dep

th



Lab


10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

Moi

stur

eC

onte

nt

BOREHOLE No.: WH1-9


or RQD

ELEVATION: 223.06 m

Pen

etra

ion

Inde

x/S

CR

SO

IL L

OG

WIT

H G

RA

PH

+WE

LL 0

5027

8-07

0-53

.1-W

H1-

WE

ST.

GP

J IN

SP

EC

_SO

L.G

DT

4/4

/13

SS-15

SS-16

SS-17

ST-18

SS-19

SS-20

204.77

202.33

199.28

18.29

20.73

23.78

16

11

2

--

6

6

78

67

83

--

89

83

26

25

44

--

32

29

SILTY CLAY with medium plasticity, tracesand, grey, wet, very stiff to stiff

Very soft

Cl : 66%, Si : 32%, Sa : 2%, Gr : 0%


Firm


Field Vane at 26.68 m bgsShear Strength : 9 kPa

8-8-8

4-6-5

0-0-2

--

0-2-4

0-2-4


SS - SPLIT SPOON

60

61

62

63

64

65

66

67

68

69

70

71

72

73

74

75

76

77

78

79

80

81

82

83

84

85

86

87

88

Stra

tigra

phy

Ele

vatio

n(m

)

REFERENCE No.: 050278-070-53.1



Rec

over

y

%

LOCATION:

223.06Feet

ENCLOSURE No.: 9

GROUND SURFACE

Sta

te

of 6Page: 3

BOREHOLE REPORT

ST - SHELBY TUBE

- WATER LEVEL

LEGEND

Metres

Type

and

Num

ber


N

AU - AUGER PROBE

10 20 30 40 50 60 70 80 90

"N" Value

Field





Dep

th



Lab


19.0

20.0

21.0

22.0

23.0

24.0

25.0

26.0

Moi

stur

eC

onte

nt

BOREHOLE No.: WH1-9


or RQD

ELEVATION: 223.06 m

Pen

etra

ion

Inde

x/S

CR

SO

IL L

OG

WIT

H G

RA

PH

+WE

LL 0

5027

8-07

0-53

.1-W

H1-

WE

ST.

GP

J IN

SP

EC

_SO

L.G

DT

4/4

/13

SS-21

SS-22

SS-23

SS-24

SS-25

SS-26

195.62

190.02

27.44

33.04

13

21

11

16

53

34

83

78

89

83

94

0

14

16

28

30

20

12

Remould : 4 kPa

SILTY CLAY TILL, trace to some sand,trace gravel, grey, wet, stiff to very stiff

SILT, trace clay, grey, wet, very dense

No recovery

2-5-8

8-10-11

3-5-6

9-8-8

23-19-34

18-17-17


SS - SPLIT SPOON

89

90

91

92

93

94

95

96

97

98

99

100

101

102

103

104

105

106

107

108

109

110

111

112

113

114

115

116

117

Stra

tigra

phy

Ele

vatio

n(m

)

REFERENCE No.: 050278-070-53.1



Rec

over

y

%

LOCATION:

223.06Feet

ENCLOSURE No.: 9

GROUND SURFACE

Sta

te

of 6Page: 4

BOREHOLE REPORT

ST - SHELBY TUBE

- WATER LEVEL

LEGEND

Metres

Type

and

Num

ber


N

AU - AUGER PROBE

10 20 30 40 50 60 70 80 90

"N" Value

Field





Dep

th



Lab


28.0

29.0

30.0

31.0

32.0

33.0

34.0

35.0

Moi

stur

eC

onte

nt

BOREHOLE No.: WH1-9


or RQD

ELEVATION: 223.06 m

Pen

etra

ion

Inde

x/S

CR

SO

IL L

OG

WIT

H G

RA

PH

+WE

LL 0

5027

8-07

0-53

.1-W

H1-

WE

ST.

GP

J IN

SP

EC

_SO

L.G

DT

4/4

/13

SS-27

SS-28

SS-29

SS-30

SS-31

SS-32

187.02

183.96

178.75

36.04

39.10

44.31

18

16

30

75

100

100

78

83

100

89

50

50

11

15

10

9

11

12

SILTY CLAY TILL, trace to some sand,trace gravel, grey, wet, very stiff

SILTY SAND TILL, some clay, tracegravel, grey, moist, dense

Trace clay and gravel, very dense

END OF BOREHOLE:

NOTE :

5-7-11

5-8-8

23-13-17

28-30-45

50/150mm

50/100mm


SS - SPLIT SPOON

119

120

121

122

123

124

125

126

127

128

129

130

131

132

133

134

135

136

137

138

139

140

141

142

143

144

145

146

147

Stra

tigra

phy

Ele

vatio

n(m

)

REFERENCE No.: 050278-070-53.1



Rec

over

y

%

LOCATION:

223.06Feet

ENCLOSURE No.: 9

GROUND SURFACE

Sta

te

of 6Page: 5

BOREHOLE REPORT

ST - SHELBY TUBE

- WATER LEVEL

LEGEND

Metres

Type

and

Num

ber


N

AU - AUGER PROBE

10 20 30 40 50 60 70 80 90

"N" Value

Field





Dep

th



Lab


37.0

38.0

39.0

40.0

41.0

42.0

43.0

44.0

Moi

stur

eC

onte

nt

BOREHOLE No.: WH1-9


or RQD

ELEVATION: 223.06 m

Pen

etra

ion

Inde

x/S

CR

SO

IL L

OG

WIT

H G

RA

PH

+WE

LL 0

5027

8-07

0-53

.1-W

H1-

WE

ST.

GP

J IN

SP

EC

_SO

L.G

DT

4/4

/13

End of Borehole at 44.31 m bgsBorehole open upon completion'bgs' denotes below ground surfaceCl, Si, Sa and Gr denote Clay, Silt, Sandand Gravel respectively


SS - SPLIT SPOON

148

149

150

151

152

153

154

155

156

157

158

159

160

161

162

163

164

165

166

167

168

169

170

171

172

173

174

175

176

177

Stra

tigra

phy

Ele

vatio

n(m

)

REFERENCE No.: 050278-070-53.1



Rec

over

y

%

LOCATION:

223.06Feet

ENCLOSURE No.: 9

GROUND SURFACE

Sta

te

of 6Page: 6

BOREHOLE REPORT

ST - SHELBY TUBE

- WATER LEVEL

LEGEND

Metres

Type

and

Num

ber


N

AU - AUGER PROBE

10 20 30 40 50 60 70 80 90

"N" Value

Field





Dep

th



Lab


46.0

47.0

48.0

49.0

50.0

51.0

52.0

53.0

Moi

stur

eC

onte

nt

BOREHOLE No.: WH1-9


or RQD

ELEVATION: 223.06 m

Pen

etra

ion

Inde

x/S

CR

SO

IL L

OG

WIT

H G

RA

PH

+WE

LL 0

5027

8-07

0-53

.1-W

H1-

WE

ST.

GP

J IN

SP

EC

_SO

L.G

DT

4/4

/13

SS-1A

SS-1B

SS-2

SS-3

SS-4

SS-5

SS-6

SS-7

SS-8

223.30

222.82

219.35

218.09

0.28

0.76

4.23

5.49

--

12

15

23

20

28

17

25

44

--

96

83

89

78

89

94

78

83

18

11

19

16

18

16

17

9

8

TOPSOIL : 275 mm

FILL :SILTY SAND, trace to some organics,dark brown to brown, moist, compactNATIVE :SILT, some sand to sandy, trace clay,brown, moist to wet, compact

Cl : 6%, Si : 82%, Sa : 12%, Gr : 0%

SILTY SAND to SANDY SILT, tracegravel, contains silt seams, grey, wet,compact

GRAVELLY SAND, grey, wet, compact

Auger grindingCobbles/boulders (Inferred refusal toaugering. New borehole was augered to7.6 m depth, 1.0 m north of the originalborehole location)

--

3-5-7-8

5-7-8

5-9-14

9-10-10

9-13-15

7-8-9

7-9-16

8-14-30


SS - SPLIT SPOON

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

Stra

tigra

phy

Ele

vatio

n(m

)

REFERENCE No.: 050278-070-53.1



Rec

over

y

%

LOCATION:

223.58Feet

ENCLOSURE No.: 10

GROUND SURFACE

Sta

te

of 4Page: 1

BOREHOLE REPORT

ST - SHELBY TUBE

- WATER LEVEL

LEGEND

Metres

Type

and

Num

ber


N

AU - AUGER PROBE

10 20 30 40 50 60 70 80 90

"N" Value

Field





Dep

th



Lab


1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

Moi

stur

eC

onte

nt

BOREHOLE No.: WH1-10


or RQD

ELEVATION: 223.58 m

Pen

etra

ion

Inde

x/S

CR

SO

IL L

OG

WIT

H G

RA

PH

+WE

LL 0

5027

8-07

0-53

.1-W

H1-

WE

ST.

GP

J IN

SP

EC

_SO

L.G

DT

4/4

/13

SS-9

SS-10

SS-11

SS-12

SS-13

SS-14

214.43

211.99

208.92

9.15

11.59

14.66

52

60

36

38

56

52

50

--

89

83

89

83

16

9

20

25

19

19

SAND and GRAVEL, containscobble/boulder fragments, grey, wet, verydenseAuger grinding

SILTY CLAY, contains silt seams, grey,moist, hard

CLAYEY SILT, clay layers, grey, moist,hard

18-25-27

30-36-24

13-16-20

16-17-21

13-26-30

25-25-27


SS - SPLIT SPOON

30

31

32

33

34

35

36

37

38

39

40

41

42

43

44

45

46

47

48

49

50

51

52

53

54

55

56

57

58

Stra

tigra

phy

Ele

vatio

n(m

)

REFERENCE No.: 050278-070-53.1



Rec

over

y

%

LOCATION:

223.58Feet

ENCLOSURE No.: 10

GROUND SURFACE

Sta

te

of 4Page: 2

BOREHOLE REPORT

ST - SHELBY TUBE

- WATER LEVEL

LEGEND

Metres

Type

and

Num

ber


N

AU - AUGER PROBE

10 20 30 40 50 60 70 80 90

"N" Value

Field





Dep

th



Lab


10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

Moi

stur

eC

onte

nt



or RQD

ELEVATION: 223.58 m

Pen

etra

ion

Inde

x/S

CR

SO

IL L

OG

WIT

H G

RA

PH

+WE

LL 0

5027

8-07

0-53

.1-W

H1-

WE

ST.

GP

J IN

SP

EC

_SO

L.G

DT

4/4

/13

SS-15

SS-16

SS-17

SS-18

SS-19

SS-20

205.29

204.37

199.65

18.29

19.21

23.93

46

25

21

22

60

97

94

94

78

78

94

72

36

25

29

30

18

24

SILTY CLAY, silt seams, grey, moist,hard

Very stiff

SILT, some clay, contains clay seams,grey, moist, very dense

17-23-23

13-13-12

7-9-12

8-10-12

25-28-32

40-47-50


SS - SPLIT SPOON

60

61

62

63

64

65

66

67

68

69

70

71

72

73

74

75

76

77

78

79

80

81

82

83

84

85

86

87

88

Stra

tigra

phy

Ele

vatio

n(m

)

REFERENCE No.: 050278-070-53.1



Rec

over

y

%

LOCATION:

223.58Feet

ENCLOSURE No.: 10

GROUND SURFACE

Sta

te

of 4Page: 3

BOREHOLE REPORT

ST - SHELBY TUBE

- WATER LEVEL

LEGEND

Metres

Type

and

Num

ber


N

AU - AUGER PROBE

10 20 30 40 50 60 70 80 90

"N" Value

Field





Dep

th



Lab


19.0

20.0

21.0

22.0

23.0

24.0

25.0

26.0

Moi

stur

eC

onte

nt



or RQD

ELEVATION: 223.58 m

Pen

etra

ion

Inde

x/S

CR

SO

IL L

OG

WIT

H G

RA

PH

+WE

LL 0

5027

8-07

0-53

.1-W

H1-

WE

ST.

GP

J IN

SP

EC

_SO

L.G

DT

4/4

/13

SS-21

SS-22

SS-23

SS-24

195.23

191.52

28.35

32.06

101

100

100

100

78

100

100

100

21

14

14

13

Trace clay

END OF BOREHOLE:

NOTE :End of Borehole at 32.06 m bgsBorehole caved to 30.57 m bgs'bgs' denotes below ground surfaceCl, Si, Sa and Gr denote Clay, Silt, Sandand Gravel respectively

38-41-60

50/100mm

50/75mm

50/50mm


SS - SPLIT SPOON

89

90

91

92

93

94

95

96

97

98

99

100

101

102

103

104

105

106

107

108

109

110

111

112

113

114

115

116

117

Stra

tigra

phy

Ele

vatio

n(m

)

REFERENCE No.: 050278-070-53.1



Rec

over

y

%

LOCATION:

223.58Feet

ENCLOSURE No.: 10

GROUND SURFACE

Sta

te

of 4Page: 4

BOREHOLE REPORT

ST - SHELBY TUBE

- WATER LEVEL

LEGEND

Metres

Type

and

Num

ber


N

AU - AUGER PROBE

10 20 30 40 50 60 70 80 90

"N" Value

Field





Dep

th



Lab


28.0

29.0

30.0

31.0

32.0

33.0

34.0

35.0

Moi

stur

eC

onte

nt



or RQD

ELEVATION: 223.58 m

Pen

etra

ion

Inde

x/S

CR

SO

IL L

OG

WIT

H G

RA

PH

+WE

LL 0

5027

8-07

0-53

.1-W

H1-

WE

ST.

GP

J IN

SP

EC

_SO

L.G

DT

4/4

/13

>>

Appendix B

Geotechnical Laboratory Test Results

CLIENT: LAB No.:

PROJECT/ SITE:PROJECT No.:

Borehole No.: Sample No.:

Depth: Enclosure:

REMARKS:

PERFORMED BY: DATE:

VERIFIED BY: DATE:

Regional Municipality of York G0247

Preliminary Geotechnical Investigation Water Reclamation Centre, Site WH1 West 050278-070-53.1

PARTICLE-SIZE ANALYSIS OF SOILS

(USCS) (ASTM D422)

6.1m-6.7m

Sandy Silt, Trace Clay 0 30 70

SS-7WH1-1

SandGravel Clay & Silt Soil Description

Raj Kadia, C.E.T.

16/07/2012

18/07/2012

Gravel 0%, Sand 30%, Silt 63%, Clay 7%

Anwar

0

10

20

30

40

50

60

70

80

90

1000

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10

PE

RC

EN

T

RE

TA

INE

D

PE

RC

EN

T

PA

SS

ING

DIAMETER (mm)

UNIFIED SOIL CLASSIFICATION SYSTEM

CLAY & SILTSAND GRAVEL

FINE MEDIUM COARS FINE COARSE

FO-930.103c (On) / IA / 05-12

CLIENT: LAB No.:



Depth: Enclosure:

REMARKS:

PERFORMED BY: DATE:

VERIFIED BY: DATE:Raj Kadia, C.E.T.

16/07/2012


Anwar

SS-15WH1-1


18.3m-18.9m

Sily Clay, Trace Sand 0 1 99




(USCS) (ASTM D422)

0

10

20

30

40

50

60

70

80

90

1000

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10

PE

RC

EN

T

RE

TA

INE

D

PE

RC

EN

T

PA

SS

ING

DIAMETER (mm)




FO-930.103c (On) / IA / 05-12

CLIENT: LAB No.:



Depth: Enclosure:

REMARKS:

PERFORMED BY: DATE:


16/07/2012

18/07/2012


Anwar

SS-7WH1-2


6.1m-6.7m





(USCS) (ASTM D422)

0

10

20

30

40

50

60

70

80

90

1000

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10

PE

RC

EN

T

RE

TA

INE

D

PE

RC

EN

T

PA

SS

ING

DIAMETER (mm)




FO-930.103c (On) / IA / 05-12

CLIENT: LAB No.:



Depth: Enclosure:

REMARKS:

PERFORMED BY: DATE:

VERIFIED BY: DATE:




(USCS) (ASTM D422)

15.2m-15.8m

Silty Sand, Trace Clay and Gravel 0 60 40

SS-13WH1-3


Raj Kadia, C.E.T.

16/07/2012

18/07/2012


Anwar

0

10

20

30

40

50

60

70

80

90

1000

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10

PE

RC

EN

T

RE

TA

INE

D

PE

RC

EN

T

PA

SS

ING

DIAMETER (mm)




FO-930.103c (On) / IA / 05-12

CLIENT: LAB No.:



Depth: Enclosure:

REMARKS:

PERFORMED BY: DATE:


16/07/2012

18/07/2012


Anwar

SS-4WH1-4


2.3m-2.9m

Silt, Trace Clay and Sand 0 5 95




(USCS) (ASTM D422)

0

10

20

30

40

50

60

70

80

90

1000

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10

PE

RC

EN

T

RE

TA

INE

D

PE

RC

EN

T

PA

SS

ING

DIAMETER (mm)




FO-930.103c (On) / IA / 05-12

CLIENT: LAB No.:



Depth: Enclosure:

REMARKS:

PERFORMED BY: DATE:


16/07/2012

16/07/2012


Anwar

SS-7WH1-4


6.1m - 6.7m





(USCS) (ASTM D422)

0

10

20

30

40

50

60

70

80

90

1000

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10

PE

RC

EN

T

RE

TA

INE

D

PE

RC

EN

T

PA

SS

ING

DIAMETER (mm)




FO-930.103c (On) / IA / 05-12

CLIENT: LAB No.:



Depth: Enclosure:

REMARKS:

PERFORMED BY: DATE:


16/07/2012

18/07/2012


Anwar

SS-12WH1-4


13.7m-14.3m

Silty Clay, Trace Sand 0 1 99




(USCS) (ASTM D422)

0

10

20

30

40

50

60

70

80

90

1000

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10

PE

RC

EN

T

RE

TA

INE

D

PE

RC

EN

T

PA

SS

ING

DIAMETER (mm)




FO-930.103c (On) / IA / 05-12

CLIENT: LAB No.:

PROJECT/ SITE: PROJECT No.:


Depth: Enclosure:

REMARKS:

PERFORMED BY: DATE:

VERIFIED BY: DATE:


050278-070-53.1


(USCS) (ASTM D422)


7.6m - 8.2m

Silt, Some Clay, Trace Sand 0 6 94

SS-8WH1-7


Raj Kadia, C.E.T.

04/10/2012

09/10/2012


Anwar

0

10

20

30

40

50

60

70

80

90

1000

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10

PE

RC

EN

T

RE

TA

INE

D

PE

RC

EN

T

PA

SS

ING

DIAMETER (mm)




CLIENT: LAB No.:



Depth: Enclosure:

REMARKS:

PERFORMED BY: DATE:

VERIFIED BY: DATE:


050278-070-53.1


(USCS) (ASTM D422)


22.8m - 23.3m

Silty Clay, Trace Sand 0 5 95

SS-18WH1-7


Raj Kadia, C.E.T.

04/10/2012

09/10/2012


Anwar

0

10

20

30

40

50

60

70

80

90

1000

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10

PE

RC

EN

T

RE

TA

INE

D

PE

RC

EN

T

PA

SS

ING

DIAMETER (mm)




CLIENT: LAB No.:

PROJECT/SITE: PROJECT No.:

Source: BH WH1-8 SS-7 Depth: 6.0m-6.5m

Sampled By: KR

26.50 100.0

19.00 92.9

13.20 91.4

4.75 85.3

1.18 72.0

0.30 53.1

0.150 35.7

0.075 22.5

Date Sampled:

Preliminary Geotechnical Investigatoin Water Reclamation Centre, Site WH1 West

September 18, 2012

G0294

050278-070-53.1

O.P.S.S. Form 1010 SPECIFICATIONS

N/A

Regional Municipality of York

SIEVE ANALYSIS

SIEVE SIZE (mm) SAMPLE % PASSING

(LS-602)

0100

PERFORMED BY: DATE:

VERIFIED BY: DATE:

Silty Sand, Some Gravel (Gravel 15%, Sand 62%, Silt 23%)

Anwar

REMARKS:

Raj Kadia, C.E.T.

September 26, 2012

September 28, 2012

0

10

20

30

40

50

60

70

80

90

0.001 0.01 0.1 1 10

PE

RC

EN

T R

ET

AIN

ED

DIAMETER (mm)

PE

RC

EN

T P

AS

SIN

G

VERIFIED BY: DATE:Raj Kadia, C.E.T. September 28, 2012

CLIENT: LAB No.:



Depth: Enclosure:

REMARKS:

PERFORMED BY: DATE:


25/09/2012

28/09/2012


Anwar

SS-5WH1-9


3.0m - 3.5m

Silt, Some Clay, Trace Sand 0 4 96


050278-070-53.1


(USCS) (ASTM D422)


0

10

20

30

40

50

60

70

80

90

1000

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10

PE

RC

EN

T

RE

TA

INE

D

PE

RC

EN

T

PA

SS

ING

DIAMETER (mm)




CLIENT: LAB No.:



Depth: Enclosure:

REMARKS:

PERFORMED BY: DATE:

VERIFIED BY: DATE:


050278-070-53.1


(USCS) (ASTM D422)


21.3m - 21.8m

Silt and Clay, Trace Sand 0 2 98

SS-17WH1-9


Raj Kadia, C.E.T.

25/09/2012

28/09/2012


Anwar

0

10

20

30

40

50

60

70

80

90

1000

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10

PE

RC

EN

T

RE

TA

INE

D

PE

RC

EN

T

PA

SS

ING

DIAMETER (mm)




CLIENT: LAB No.:



Depth: Enclosure:

REMARKS:

PERFORMED BY: DATE:

VERIFIED BY: DATE:


050278-070-53.1


(USCS) (ASTM D422)


2.4m - 2.9m

Silt, Some Sand, Trace Clay 0 12 88

SS-4WH1-10


Raj Kadia, C.E.T.

25/09/2012

28/09/2012


Anwar

0

10

20

30

40

50

60

70

80

90

1000

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10

PE

RC

EN

T

RE

TA

INE

D

PE

RC

EN

T

PA

SS

ING

DIAMETER (mm)




LIQUID LIMIT, PLASTIC LIMIT AND PLASTICITY INDEX OF SOILS

(ASTM D4318-98)

CLIENT: LAB No.:


Borehole No.: Sample No.: Depth:

Soil Description: Date Sampled:

Balance No.: Porcelain Bowl No.:

Oven No.: Spatula No.: 2

Glass Plate No.:

Test No. 1 Test No. 2 Test No. 3 Dry Preparation

39 28 25 Wet Preparation

AL20 AL44 AL5

18.27 19.79 19.38

16.86 17.91 17.59

1.41 1.88 1.79

13.51 13.60 13.53

3 35 4 31 4 06

Wet Soil+Tare, g

Dry Soil+Tare, g

Mass of Water, g

Appratus: 2

40

G0244

050278-070-53.1

Inorganic Clay (CL) with Low/medium Plasticity

18.3m-18.9WH1-1 SS-15

2Liquid Limit Device No.:

Sieve No.:

Tare, g

Mass of Soil g

Non-Cohesive

2

Number of Blows

WATER CONTENT:

LIQUID LIMIT (LL):

Tare No.


9-Jul-12

SOIL PREPARATION:

Cohesive <400 μm

Cohesive >400 μm

2&4

1


43 0

43.5

44.0

44.5

45.0

NT

EN

T (

%)

RESULTS

FO-930.105 (On) / IA / 06-11

3.35 4.31 4.06

42.1% 43.6% 44.1%

CL9 DL3

16.81 16.58

16.27 16.05

0.54 0.53

13.85 13.69

2.42 2.36

22.3% 22.5%

M6

30.20

21.20

9.00

1.30

19.90Liquid Limit

(LL)Plastic Limit (PL)

45.2% 44 22

REMARKS:

PERFORMED BY: DATE:

VERIFIED BY: DATE:

NATURAL WATER CONTENT ( Wn ):

Mass of Water, g

Tare, g

17-Jul-12

Tare No.

Wet Soil+Tare, g

Dry Soil+Tare, g

Mass of Water, g

Inorganic Clay (CL) with Low/medium Plasticity

Tare, g

18-Jul-12

Mass of Soil, g

Water Content %

Tare No.

Wet Soil+Tare, g

Dry Soil+Tare, g

Anwar

Average Water Content %

PLASTIC LIMIT (PL) - WATER CONTENT:

22.4%

Mass of Soil, g

Mass of Soil, g

Water Content %

Water Content %

Plasticity Index (PI) Natural Water Content Wn

22 45

Raj Kadia, C.E.T.

41.0

41.5

42.0

42.5

43.0

20 22 24 26 28 30 32 34 36 38 40 42 44

WA

TE

R C

O

Nb BLOWS

0

10

20

30

40

50

60

70

0 10 20 30 40 50 60 70 80 90 100

PLA

ST

ICIT

Y I

ND

EX

PI =

LL-

PL

LIQUID LIMIT LL

SOIL PLASTICITY CHART

LOW PLASTICITY INORGANIC CLAY

LOW COMPRESSIBILITY INORGANIC SILT

HIGH PLASTICITY INORGANIC CLAY

- HIGH COMPRESSIBILITYINORGANIC SILT

- INORGANIC CLAY- MEDIUM COMPRESSIBILITYINORGANIC SILT

- ORGANIC CLAY

CL

CHMH

ML OL

CH

and

and

CL ML

LL 50

FO-930.105 (On) / IA / 06-11


(ASTM D4318-98)

CLIENT: LAB No.:






Glass Plate No.:



AL25 C24 C16

20.61 20.98 20.73

19.21 19.41 19.20

1.40 1.57 1.53

13.64 13.64 13.67

5 57 5 77 5 53

SOIL PREPARATION:

Cohesive <400 μm

Cohesive >400 μm

2

1



Wet Soil+Tare, g

Dry Soil+Tare, g

Tare, g

Mass of Soil, g

2

LIQUID LIMIT (LL):

Liquid Limit Device No.:

Sieve No.:

Mass of Water, g

Non-Cohesive

2#40

Number of Blows

WATER CONTENT:

Tare No.

G0243

050278-070-53.1

Inorganic Clay (CL) with Low Plasticity

13.7m - 14.3mWH1-4 SS-12

Appratus: 2

26 5

27.0

27.5

28.0

28.5

29.0

ON

TE

NT

(%

)

RESULTS

FO-930.105 (On) / IA / 06-11

5.57 5.77 5.53

25.1% 27.2% 27.7%

DL3 BL4

16.32 15.71

15.94 15.42

0.38 0.29

13.70 13.60

2.24 1.82

17.0% 15.9%

M15

35.80

29.80

6.00

1.30

28.50Liquid Limit


21.1% 26 16

REMARKS:

PERFORMED BY: DATE:

VERIFIED BY: Raj Kadia, C.E.T. DATE:

Mass of Water, g

Water Content %

Wet Soil+Tare, g

Dry Soil+Tare, g

Anwar

10 21

Mass of Soil, g

16-Jul-12

Inorganic Clay (CL) with Low Plasticity

17-Jul-12

Mass of Soil, g

Water Content %

Tare No.

Wet Soil+Tare, g

Dry Soil+Tare, g


Water Content %

Tare No.



16.4%

Mass of Water, g

Tare, g

Mass of Soil, g

Tare, g


24.0

24.5

25.0

25.5

26.0

26.5

14 16 18 20 22 24 26 28 30 32 34

WA

TE

R C

O

Nb BLOWS

0

10

20

30

40

50

60

70

0 10 20 30 40 50 60 70 80 90 100

PLA

ST

ICIT

Y I

ND

EX

PI =

LL-

PL

LIQUID LIMIT LL







- ORGANIC CLAY

CL

CHMH

ML OL

CH

and

and

CL ML

LL 50

FO-930.105 (On) / IA / 06-11


(ASTM D4318-98)

CLIENT: LAB No.:






Glass Plate No.:



CL6 AL44 AL25

18.76 18.91 18.97

17.17 17.30 17.30

1.59 1.61 1.67

13.55 13.76 13.71

3 62 3 54 3 59

G0298

050278-070-53.1

Inorganic Clay with Low Plasticity (CL)

21.3m - 21.8mWH1-7 SS-18

WATER CONTENT:

Tare No.

Mass of Water, g

2

Appratus:

2

2

Number of Blows

LIQUID LIMIT (LL):


Sieve No.: #40

Tare, g

Mass of Soil g

25-Sep-12

Wet Soil+Tare, g

Dry Soil+Tare, g

Non-Cohesive

SOIL PREPARATION:

Cohesive <400 μm

Cohesive >400 μm

2

1



45 0

45.5

46.0

46.5

47.0

NT

EN

T (

%)

RESULTS

FO-930.105 (On) / IA / 06-11

3.62 3.54 3.59

43.9% 45.5% 46.5%

CL20 CL4

16.16 15.75

15.67 15.35

0.49 0.40

13.63 13.57

2.04 1.78

24.0% 22.5%

H11

22.20

15.90

6.30

1.30

14.60Liquid Limit


43.2% 46 23

REMARKS:

PERFORMED BY: DATE:


Tare, g


Tare No.



23.2%

Mass of Water, g

Tare, g

Mass of Soil, g

12-Oct-12

Mass of Soil, g

Water Content %

Tare No.

Wet Soil+Tare, g

Dry Soil+Tare, g


Water Content %

Anwar

23 43

Mass of Soil, g

11-Oct-12

Inorganic Clay with Low Plasticity (CL)

Mass of Water, g

Water Content %

Wet Soil+Tare, g

Dry Soil+Tare, g

43.0

43.5

44.0

44.5

45.0

20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40

WA

TE

R C

O

Nb BLOWS

0

10

20

30

40

50

60

70

0 10 20 30 40 50 60 70 80 90 100

PLA

ST

ICIT

Y I

ND

EX

PI =

LL-

PL

LIQUID LIMIT LL







- ORGANIC CLAY

CL

CHMH

ML OL

CH

and

and

CL ML

LL 50

FO-930.105 (On) / IA / 06-11


(ASTM D4318-98)

CLIENT: LAB No.:





Oven No.: Spatula No.:

Glass Plate No.:


Wet Preparation

0.00 0.00 0.00

0 00 0 00 0 00

G0298

050278-070-53.1

Non- Plastic (np)

7.6m - 8.1mWH1-7 SS-8

Appratus:

Tare No.

Mass of Water, g

Number of Blows

LIQUID LIMIT (LL):


Sieve No.: #40

WATER CONTENT:

Tare, g

Mass of Soil g

25-Sep-12

Wet Soil+Tare, g

Dry Soil+Tare, g

Non-Cohesive

SOIL PREPARATION:

Cohesive <400 μm

Cohesive >400 μm

1



45 0

46.0

47.0

48.0

49.0

50.0

NT

EN

T (

%)

RESULTS

FO-930.105 (On) / IA / 06-11

0.00 0.00 0.00

#DIV/0! #DIV/0! #DIV/0!

0.00 0.00

0.00 0.00

#DIV/0! #DIV/0!

M20

40.70

34.70

6.00

1.30

33.40Liquid Limit


18.0% #DIV/0!

REMARKS:

PERFORMED BY: DATE:


Mass of Soil, g

Tare, g


Tare No.



#DIV/0!

Mass of Water, g

Tare, g

12-Oct-12

Mass of Soil, g

Water Content %

Tare No.

Wet Soil+Tare, g

Dry Soil+Tare, g

Plasticity Index (PI) Natural Water Content WnMass of Soil, g

11-Oct-12

Non- Plastic (np)

Water Content %

Anwar

#DIV/0! 18

Mass of Water, g

Water Content %

Wet Soil+Tare, g

Dry Soil+Tare, g

40.0

41.0

42.0

43.0

44.0

45.0

20 22 24 26 28 30 32 34 36 38 40

WA

TE

R C

O

Nb BLOWS

0

10

20

30

40

50

60

70

0 10 20 30 40 50 60 70 80 90 100

PLA

ST

ICIT

Y I

ND

EX

PI =

LL-

PL

LIQUID LIMIT LL







- ORGANIC CLAY

CL

CHMH

ML OL

CH

and

and

CL ML

LL 50

FO-930.105 (On) / IA / 06-11


(ASTM D4318-98)

CLIENT: LAB No.:




Balance No.: Porcelain Bowl No.: -


Glass Plate No.:



CL1 BL4 AL22

20.33 19.13 20.35

18.17 17.34 18.10

2.16 1.79 2.25

13.56 13.61 13.54

4.61 3.73 4.56

WATER CONTENT:

Tare No.

Wet Soil+Tare, g

Dry Soil+Tare, g

Mass of Water, g

G0290

050278-070-53.1

Low Plasticity Inorganic Clay (CL)

21.3m - 21.8mWH1-9 SS-17


09/17/2012

Number of Blows

2

LIQUID LIMIT (LL):


Sieve No.:

Appratus: 2

40 2

Tare, g

Mass of Soil, g

Non-Cohesive

SOIL PREPARATION:

Cohesive <400 μm

Cohesive >400 μm

2

1


48.0

48.5

49.0

49.5

50.0

CO

NT

EN

T (

%)

RESULTS

46.9% 48.0% 49.3%

DL1 CL8

16.31 16.11

15.79 15.61

0.52 0.50

13.70 13.61

2.09 2.00

24.9% 25.0%

HY-12

327.80

232.20

95.60

13.20

219.00Liquid Limit

(LL)Plastic Limit

(PL)

43.7% 48 25

REMARKS:

PERFORMED BY: DATE:

VERIFIED BY: DATE:



24.9%

Mass of Soil, g

Anwar 9/26/2012

Tare No.

Wet Soil+Tare, g

Dry Soil+Tare, g

Mass of Water, g

Mass of Soil, g

Water Content %

9/28/2012

Water Content %

Tare No.

Wet Soil+Tare, g

Dry Soil+Tare, g

Mass of Water, g

Tare, g

Water Content %


23 44

Tare, g


Raj Kadia, C.E.T.

46.0

46.5

47.0

47.5

15 17 19 21 23 25 27 29 31 33 35 37 39

WA

TE

R

Nb BLOWS

0

10

20

30

40

50

60

70

0 10 20 30 40 50 60 70 80 90 100

PLA

ST

ICIT

Y IN

DE

X P

I = L

L-P

L

LIQUID LIMIT LL







- ORGANIC CLAY

CL

CHMH

ML OL

CH

and

and

CL ML

LL 50

ONE-DIMENSIONAL CONSOLIDATION TEST (METRIC)

(ASTM D2435)

CLIENT: Regional Municipality of York PROJECT No: 050278-070-53.1

PROJECT: LAB No: WLA 203-1

BOREHOLE No: WH1-1 SAMPLE No: ST-1 DEPTH (m): 17.5-18.1

DESCRIPTION OF MATERIAL: Clay


0.700

0.750

0.800

0.850

0.900

Vo

id R

atio

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

1 100 10000

Cv

m2/

year

Coefficient of Consolidation vs. Pressure

'p Preconsolidation pressure, kPa 50.0 e0 Initial Void Ratio 0.907

'0 Effective vertical pressure, kPa 176.0 ef Final Void Ratio 0.505

'p-'o Overconsolidation, kPa -126.0 Cc Compression Index 0.124

Overconsolidation ratio ("OCR") 0.28 CR Recompression Index 0.039

Initial state 1.415 Final state 1.621 Initial state 33.5 Final state 20.6

REMARKS:

PERFORMED BY: Michael Braverman DATE: 30-Oct-12

VERIFIED BY: DATE: 30-Oct-12

COMPRESSIBILITY PARAMETERS

Moisture content (W) %

Ali Nasseri-Moghaddam, Ph.D., P.Eng.

Sample dry density, g/cm3

0.500

0.550

0.600

0.650

1 10 100 1000 10000

V

Applied Pressure, kPa

Pressure kPa

FO-930.114b (On) / IA / 06-12

ONE-DIMENSIONAL CONSOLIDATION TEST (METRIC)

(ASTM D2435)

CLIENT: Regional Municipality of York PROJECT No: 050278-070-53.1

PROJECT: LAB No: WLA 203-2

BOREHOLE No: WH1-9 SAMPLE No: ST-18 DEPTH (m): 22.8-23.4

DESCRIPTION OF MATERIAL: Clay


0.700

0.750

0.800

0.850

0.900

oid

Rat

io

0.0

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

1 100 10000

Cv

m2/

year

Coefficient of Consolidation vs. Pressure

'p Preconsolidation pressure, kPa 95.0 e0 Initial Void Ratio 0.907

'0 Effective vertical pressure, kPa 227.5 ef Final Void Ratio 0.551

'p-'o Overconsolidation, kPa -132.5 Cc Compression Index 0.171

Overconsolidation ratio ("OCR") 0.42 CR Recompression Index 0.037

Initial state 1.415 Final state 1.573 Initial state 33.5 Final state 20.6

REMARKS:

PERFORMED BY: Michael Braverman DATE: 30-Oct-12

VERIFIED BY: DATE: 30-Oct-12

COMPRESSIBILITY PARAMETERS

Moisture content (W) %

Ali Nasseri-Moghaddam, Ph.D., P.Eng.

Sample dry density, g/cm3

0.500

0.550

0.600

0.650

1 10 100 1000 10000

Vo

Applied Pressure, kPa

Pressure kPa

FO-930.114b (On) / IA / 06-12

Appendix C

Information of Deep Foundations

INFORMATION ON DEEP FOUNDATIONS

In this section, information on the following deep foundation alternatives, cast-in-place caisson

foundations and driven steel pile foundations, are provided in case significantly higher bearing

capacities than provided in the geotechnical report are required and/or the proposed structures

could not tolerate the anticipated settlements. The design of deep foundations, if adopted, will

require additional geotechnical investigation at the specific location of the proposed structures.

Consideration should be given to the potential for differential settlement between a building

supported on pile and perimeter sidewalk around the building or other structures that are not

founded on deep foundation.

The ultimate load carrying capacity of a pile will be the sum of its toe bearing capacity and shaft

resistance capacity. The ultimate toe bearing capacity (qtu) and shaft resistance (qsu) for the

piles founded in the undisturbed native soils can be calculated using the relationships1 provided

in the following sections.

Cast-in-Place Concrete Piles

The ultimate end bearing capacity ‘qtu’ of a cast-in-place concrete pile (caisson) can be

calculated using the following relationship:

qtu = Nt x σ’t

where:

qtu = toe ultimate bearing capacity (kPa)

σ’t = vertical effective stress at the pile toe (kPa)

Nt = toe bearing capacity factor, as presented in the table below:

Cast-in-Place Concrete Piles Toe Bearing Capacity Factor

Soil Type SPT ‘N’

Value Range Nt

Pile Toe Bearing Capacity Factor Compact Sand/Silt 10 to 30 50

Dense Sand/Silt 30 to 50 75 Very Dense Sand/Silt >50 100

qsui = β x σ’vi

1 Canadian Foundation Engineering Manual, 2006, 4th Edition, Canadian Geotechnical Society.

where:

qsui = ultimate shaft resistance at level i (kPa)

σ’vi = vertical effective stress at elevation i (kPa)

β = shaft bearing capacity factor as presented in the following table:

Cast-in-Place Concrete Piles Shaft Bearing Capacity Factor

Soil Type SPT ‘N’ value range β Compact Sand/Silt 10 to 30 0.35 Dense Sand/Silt 30 to 50 0.45

Very Dense Sand/Silt >50 0.60

The factored ULS bearing resistance can be determined by utilizing a resistance factor (φ) of

0.4 for compression and 0.3 for uplift. The uplift resistance comprises the shaft resistance only.

The SLS bearing resistance can be determined by dividing the ultimate resistances calculated

using the above relationships by safety factors of 3 and 4 for compression and uplift,

respectively, to limit the axial movements to 25 mm.

The depth of frost penetration in the area is 1.5 m. It is therefore recommended that the top 1.5

m (frost depth) of the cast-in-place concrete piles be isolated from the surrounding soils.

Subsequently the top 1.5 m length of the pile must not be considered while computing the axial

compression or uplift capacity of the pile. If a pile cap is to be constructed, it should be totally

supported on the piles and must be installed at depths deeper than the depth of frost

penetration so that it is not subject to uplift pressures due to ground heave.

The minimum diameter of the caissons is 760 mm to allow for adequate access for workmen to

enter and hand clean the caisson base, prior to placing concrete. The drilled shaft construction

will require the use of a temporary liner so that workmen and inspection personnel can safely

enter the drilled shaft.

Driven Steel Pile Foundations

For piles driven to practical refusal, the typical (approximate) values of factored axial, uplift and

lateral capacities at the SLS for steel closed-ended tubular piles and H piles are outlined in the

table below. An allowance for corrosion of 0.02 mm/year (i.e. 0.01mm per side) over a life of

100 years is generally recommended to be been considered for a steel closed-ended tube piles

filled with concrete and the H pile in the calculation of lateral pile capacity.

Driven Piles Typical values of factored axial, lateral and uplift capacities

Pile Type Axial Capacity

(kN) Lateral Capacity

(kN)

Uplift Capacity

(kN) Φ324mmx16mm wall steel tubular pile, closed ended Grade 350W

650 70 100

HP310x110 steel H pile, Grade 350W 750 90 130

As an approximation, 20 to 30 blows per 25 millimetres of penetration over the last

150 millimetres of driving should be considered as refusal when driven by a 4,500 kilogram-

metre (32,500 pound-foot) to 7,000 kilogram-metre (50,500 pound-foot) pile driving hammer.

The allowable axial end bearing capacity of a driven pile will depend on the type of pile selected,

the hammer energy used to advance the pile and the termination criteria. A specialized piling

contractor should review these recommendations and provide appropriate pile capacities.

Total settlements under the vertical working load equal to SLS capacity, including the elastic

compression of the piles, could be estimated to be less than 15mm. The lateral movements

under the lateral working load equal to the SLS capacity could also be considered to be less

than 15mm. However, any of the above noted values are to be adjusted in the more advanced

studies to the pile/ground condition. As a minimum at least two (2) static pile load tests are

generally recommended to verify the pile capacities for each structure. A pile load test or pile

driving control using the Pile Driving Analyser will be required during the pile driving operations.

The tubular piles are generally required to be fitted with flange plates as per OPSD 3301.00.

Tube piles should be driven closed ended and fitted with a welded steel circular plate 20mm

thick (OPSD 3302.00 Type 1).

In the feasibility studies, it should be taken into account the possibility that the piles may drive

several metres below the estimated pile tip elevations.

The base of the pile caps should be provided with a minimum of 1.5 m earth cover or its thermal

equivalent of exterior-grade extruded polystyrene insulation for frost protection.

Noise and vibration during driving, as well as their associated monitoring requirement and costs,

must also be considered for the driven piles alternative.

Pile Group Capacity

For preliminary purposes to establish the pile number and configuration, the group capacity can

be considered equal to the sum of the single pile capacities if the piles are spaced at at least 6

times the pile diameter. Concerning the pile lateral capacity, the single pile capacity increases

with the pile head restraint within the pile cap. For an ideal case of a pile head fully restraint to

rotation (“fixed head”), the single pile capacity is 2 times the capacity of the “free-head”, or

pinned head pile.

Pile group capacity to lateral loads should be examined on a case-by-case basis in an

interactive approach between the Structural Consultant and the Geotechnical Consultant. The

pile group response depends on the pile layout, the structural rigidity of the pile cap and of the

connection between the pile cap and the pile head, and on the configuration of the acting loads

(intensity, direction, eccentricity). A more accurate lateral pile capacity and pile group design

for displacement-sensitive structures is to be conducted on the recognized soil-structure

interaction methods, during the more advanced phases of investigation.

The uplift capacity of a group of piles can be less than the sum of the individual pile capacities if

the distance between the adjacent piles is less than 5 times the pile diameter.

050278 (86) York Region No. 74270

Preliminary Design Report for the Lake Simcoe Water Reclamation Centre

Upper York Sewage Solutions EA

Appendix G

Electrical Load Calculations

Preliminary Design Report for the Lake Simcoe Water Reclamation Centre Upper York Sewage Solutions EA

Table G.1: Water Reclamation Centre Main Substation

Tag Description Control Installed [kW]

Peak [kW]

Average [kW]

Minimum [kW] Notes

ESWG1 Electrical Switchgear 1 4,160 VAC

ESWG11 Electrical Service Area 1 Secondary Substation brk 608 457 355 188 "South" feeder

ESWG12 Electrical Service Area 2 Secondary Substation brk 1,240 1,140 655 390 "South" feeder

ESWG13 Elelectrical Service Area 3 Secondary Substation brk 812 600 516 - "South" feeder

ESWG14 Electrical Service Area 4 Secondary Substation brk 2,170 1,815 1,336 754 "North" feeder

ESWG15 Electrical Service Area 5 Secondary Substation brk 782 721 347 181 "North" feeder

-

Total:

5,612 4,733 3,209 1,513

ESWG2 Electrical Switchgear 2 4,160 VAC

ESWG21 Electrical Service Area 1 Secondary Substation brk 576 454 353 174 "South" feeder

ESWG22 Electrical Service Area 2 Secondary Substation brk 1,332 1,045 716 464 "South" feeder

ESWG23 Electrical Service Area 3 Secondary Substation brk 784 441 370 - "South" feeder

ESWG24 Electrical Service Area 4 Secondary Substation brk 2,366 1,919 1,637 774 "North" feeder

ESWG25 Electrical Service Area 5 Secondary Substation brk 969 584 350 175 "North" feeder

-

Total:

6,027 4,443 3,426 1,587

Plant Total:

11,639 9,176 6,635 3,100 [kW]

050278 (86) Page G-1 York Region No. 74270


Table G.2: Electrical Service Area 1 Secondary Substation Primary Treatment, Flow Balancing, Chemical Systems, Maintenance Building Installed Peak Average Minimum Notes

Tag IC Dwg Descriptions Control [kW] [kW] [kW] [kW]

ESWG11 600 V (4,160 V feed) PRIT_MCC1 - Primary Treatment brk 109 96 87 48 see Table G.3 PEAK_MCC1 - Flow Balancing brk 223 181 135 70 see Table G.4 CHEM_MCC1 - Chemical & Maintenance Building brk 202 123 92 42 see Table G.5 FERM_MCC1 - Fermenter Pumping Station brk 74 57 33 21 see Table G.6

Total:

608 457 347 181

ESWG21 600 V (4,160 V feed) PRIT_MCC2 - Primary Treatment brk 109 96 87 44 see Table G.3 PEAK_MCC2 - Flow Balancing brk 186 181 135 70 see Table G.4 CHEM_MCC2 - Chemical & Maintenance Building brk 202 121 91 41 see Table G.5 FERM_MCC2 - Fermenter Pumping Station brk 79 56 37 20 see Table G.6

Total:

576 454 350 175



Table G.3: Primary Treatment Motor Control Centres Primary Clarifiers Installed Peak Average Minimum

Tag IC Dwg Description Control [kW] [kW] [kW] [kW] Notes

PRIT_MCC1 600 VAC PRIT_MXR-200 120 Flash Mixer (PRIT_CLR-201) Const 18.7 18.7 18.7 18.7

PRIT_MXR-201 120 Floc. Tank Mixer 1 (PRIT_CLR-201) Var 1.1 1.1 1.1 1.1 PRIT_MXR-202 120 Floc. Tank Mixer 2 (PRIT_CLR-201) Var 1.1 1.1 1.1 1.1 PRIT_CLCT-201 120 PRIT_CLR-201 Longitudinal Collector Var 0.7 0.7 0.7 0.7 PRIT_CLCT-202 120 PRIT_CLR-201 Cross Collector Var 0.4 0.4 0.4 0.4 PRIT_SHRD-201 125 Pri. Sludge Grinder 1 (PRIT_CLR-201) Const 3.7 3.7 3.7 3.7 PRIT_PMP-201 125 Pri. Sludge Pump 1 (PRIT_CLR-201) Var 3.7 3.7 3.7 3.7 PRIT_PMP-203 125 Pri. Sludge Pump 3 (PRIT_CLR-201) Var 3.7

PRIT_MXR-203 120 Flash Mixer (PRIT_CLR-202) Const 18.7 18.7 18.7 PRIT_MXR-204 120 Floc. Tank Mixer 1 (PRIT_CLR-202) Var 1.1 1.1 1.1 PRIT_MXR-205 120 Floc. Tank Mixer 2 (PRIT_CLR-202) Var 1.1 1.1 1.1 PRIT_CLCT-203 120 PRIT_CLR-202 Longitudinal Collector Var 0.7 0.7 0.7 PRIT_CLCT-204 120 PRIT_CLR-202 Cross Collector Var 0.4 0.4 0.4 PRIT_SHRD-202 125 Pri. Sludge Grinder 2 (PRIT_CLR-202) Const 3.7 3.7 3.7 PRIT_PMP-202 125 Pri. Sludge Pump 2 (PRIT_CLR-202) Var 3.7 3.7 3.7 PRIT_SKIM-201 120 Scum Skimmer (PRIT_CLR-201) Const 0.7 0.7 0.7 0.7

PRIT_SKIM-202 120 Scum Skimmer (PRIT_CLR-202) Const 0.7 SCUM_PMP-243 124 Scum Transfer Pump 1 Var 2.2 2.2 2.2 2.2

SCUM_PUMP-244 124 Scum Transfer Pump 2 Var 2.2

SCUM_SHRD-242 124 Scum Grinder 1 Const 2.2 2.2 2.2 2.2

-

Actuators (0.75 kW per unit) 6x 4.5 3.0 1.5

est. -

HVAC - 10.0 10.0 7.0 4.0 est.

-

Lighting Panel (bldg. services) - 12.0 9.6 7.2 4.8 15 kVA transf. -

Distribution Panel (process) - 12.0 9.6 7.2 4.8 15 kVA transf.

MCC total: 109 96.1 86.8 48.1



Primary Clarifiers Installed Peak Average Minimum


PRIT_MCC2 600 VAC PRIT_MXR-206 120 Flash Mixer (PRIT_CLR-203) Const 18.7 18.7 18.7 18.7

PRIT_MXR-207 120 Floc. Tank Mixer 1 (PRIT_CLR-203) Var 1.1 1.1 1.1 1.1 PRIT_MXR-208 120 Floc. Tank Mixer 2 (PRIT_CLR-203) Var 1.1 1.1 1.1 1.1 PRIT_CLCT-205 120 PRIT_CLR-203 Longitudinal Collector Var 0.7 0.7 0.7 0.7 PRIT_CLCT-206 120 PRIT_CLR-203 Cross Collector Var 0.4 0.4 0.4 0.4 PRIT_SHRD-203 125 Pri. Sludge Grinder 1 (PRIT_CLR-203) Const 3.7 3.7 3.7 3.7 PRIT_PMP-204 125 Pri. Sludge Pump 1 (PRIT_CLR-203) Var 3.7 3.7 3.7 3.7 PRIT_PMP-206 125 Pri. Sludge Pump 3 (PRIT_CLR-203) Var 3.7

PRIT_MXR-209 120 Flash Mixer (PRIT_CLR-204) Const 18.7 18.7 18.7 PRIT_MXR-210 120 Floc. Tank Mixer 1 (PRIT_CLR-204) Var 1.1 1.1 1.1 PRIT_MXR-211 120 Floc. Tank Mixer 2 (PRIT_CLR-204) Var 1.1 1.1 1.1 PRIT_CLCT-207 120 PRIT_CLR-204 Longitudinal Collector Var 0.7 0.7 0.7 PRIT_CLCT-208 120 PRIT_CLR-204 Cross Collector Var 0.4 0.4 0.4 PRIT_SHRD-204 125 Pri. Sludge Grinder 2 (PRIT_CLR-204) Const 3.7 3.7 3.7 PRIT_PMP-205 125 Pri. Sludge Pump 2 (PRIT_CLR-204) Var 3.7 3.7 3.7 PRIT_SKIM-203 120 Scum Skimmer (PRIT_CLR-203) Const 0.7 0.7 0.7 0.7

PRIT_SKIM-204 120 Scum Skimmer (PRIT_CLR-204) Const 0.7 SCUM_PMP-241 124 Scum Transfer Pump 1 Var 2.2 2.2 2.2

SCUM_PMP-242 124 Scum Transfer Pump 2 Var 2.2 SCUM_SHRD-241 124 Scum Grinder 1 Const 2.2 2.2 2.2 - - - Actuators (0.75 kW per unit) 6x 4.5 3.0 1.5 est. - HVAC - 10.0 10.0 7.0 4.0 est. - Lighting Panel (bldg. services) - 12.0 9.6 7.2 4.8 15 kVA transf. - Distribution Panel (process) - 12.0 9.6 7.2 4.8 15 kVA transf.

MCC total: 108.7 96.2 86.6 43.8



Table G.4: Flow Balancing Tank Motor Control Centres Flow Balancing Installed Peak Average Minimum


PEAK_MCC1 600 VAC PEAK_PMP-221 122 Balancing Pump 1 (PEAK_TK-221) Var 18.7 18.7 18.7 18.7

PEAK_PMP-222 122 Balancing Pump 2 (PEAK_TK-221) var 18.7 18.7 PEAK_PMP-223 122 Balancing Pump 3 (PEAK_TK-222) Var 18.7 18.7 18.7

PEAK_PMP-224 122 Balancing Pump 4 (PEAK_TK-222) Var 18.7 18.7 PEAK_BLO-231 123 Balancing Tank Blower 1 (PEAK_TK-221) Const 37.3 37.3 37.3 37.3

PEAK_BLO-232 123 Balancing Tank Blower 2 (PEAK_TK-222) Const 37.3 37.3 37.3 PEAK_BLO-235 123 Stand-by Blower

37.3

-


est. -

HVAC - 10.0 10.0 7.0 4.0 est.

-



MCC total:

223.3 181.4 135 70

PEAK_MCC2 600 VAC PEAK_PMP-225 122 Balancing Pump 5 (PEAK_TK-223) Var 18.7 18.7 18.7 18.7

PEAK_PMP-226 122 Balancing Pump 6 (PEAK_TK-223) Var 18.7 18.7 PEAK_PMP-227 122 Balancing Pump 7 (PEAK_TK-224) Var 18.7 18.7 18.7

PEAK_PMP-228 122 Balancing Pump 8 (PEAK_TK-224) Var 18.7 18.7 PEAK_BLO-233 123 Balancing Tank Blower 3 (PEAK_TK-223) Const 37.3 37.3 37.3 37.3

PEAK_BLO-234 123 Balancing Tank Blower 4 (PEAK_TK-224) Const 37.3 37.3 37.3 -


est.

-

HVAC - 10.0 10.0 7.0 4.0 est. -

Lighting Panel (bldg. services) - 12.0 9.6 7.2 4.8 15 kVA transf.

-


MCC total:

186 181.4 135 70



Table G.5: Chemical and Maintenance Building Motor Control Centres Chemical and Maintenance Buildings Installed Peak Average Minimum


CHEM_MCC1 600 VAC FEC3_PMP-611 161 Ferric Chloride Transfer Pump 1 const 1.5 1.5 1.5 1.5

CRBN_PMP-621 162 Carbon Transfer Pump 1 const 2.2 NAOH_PMP-641 164 Sodium Hydroxide Transfer Pump 1 const 2.2 2.2 2.2 2.2

MAINT - Maintenance Bldg Service (1) brks. 150.0 80.0 60.0 20.0 est.

-

HVAC - 10.0 10.0 7.0 4.0 est. -


-


MCC total:

201.9 122.5 92.3 42.1

CHEM_MCC2 600 VAC FEC3_PMP-612 161 Ferric Chloride Transfer Pump 2 const 1.5

CRBN_PMP-622 162 Carbon Transfer Pump 2 const 2.2 2.2 2.2 2.2 NAOH_PMP-642 164 Sodium Hydroxide Transfer Pump 2 const 2.2

MAINT - Maintenance Bldg Service (2) brks. 150.0 80.0 60.0 20.0 est.

-

HVAC - 10.0 10.0 7.0 4.0 est. -


-


MCC total:

201.9 121 90.8 40.6



Table G.6: Fermenter Pumping Station Motor Control Centres Gravity Thickeners and Fermenters Installed Peak Average Minimum

Tag IC Dwg Description Control [kW] [kW] [kW] [kW] Notes FERM_MCC1 600 VAC SLFR_MXR-001 410 Fermenter 1 Mixer Const 5.5 5.5 THCK_GVT-001 410 Gravity Thickener 1 Const 0.4 0.4 0.4 0.4 THCK_GVT-002 410 Gravity Thickener 2 Const 0.4 0.4 SLFR_PMP-001 411 Fermented Sludge Return Pump 1 var 5.5 5.5 3.4 2.2 SLFR_PMP-002 411 Fermented Sludge Return Pump 2 var 5.5 SLFR_PMP-008 413 Fermentate Pump 1 var 7.4 7.4 4.5 3.0 THCK_PMP-004 411 Scum Pump 1 var 3.7 3.7 2.2 1.5 THCK_PMP-001 410 Thickened Sludge Pump 1 var 3.7 3.7 THCK_PMP-002 410 Thickened Sludge Pump 2 Var 3.7 - - Actuators (0.4 kW per unit) 10x 4.0 1.6 0.8 0.4 est. - HVAC - 10.0 10.0 7.0 4.0 est. - Lighting Panel (bldg. services) - 12.0 9.6 7.2 4.8 15 kVA transf. - Distribution Panel (process) - 12.0 9.6 7.2 4.8 15 kVA transf. MCC total: 73.8 57.4 32.7 21.1

FERM_MCC2 600 VAC SLFR_MXR-002 410 Fermenter 2 Mixer Const 5.5 5.5 5.5 THCK_GVT-003 410 Gravity Thickener 3 Const 0.4 0.4 0.4 0.4 SLFR_PMP-003 411 Fermented Sludge Return Pump 3 var 5.5 5.5 SLFR_PMP-009 413 Fermentate Pump 2 var 7.4 SLFR_PMP-010 413 Fermentate Pump 3 var 7.4 7.4 4.5 3.0 THCK_PMP-005 411 Scum Pump 2 var 3.7



Gravity Thickeners and Fermenters Installed Peak Average Minimum

Tag IC Dwg Description Control [kW] [kW] [kW] [kW] Notes THCK_PMP-003 410 Thickened Sludge Pump 3 var 3.7 3.7 2.2 1.5 THCK_PMP-006 412 Thickened. Sludge Pump 6 var 3.7 3.7 2.2 1.5 THCK_PMP-007 412 Thickened Sludge Pump 7 Var 3.7 - Actuators 10x 4.0 0.8 0.4 est. - HVAC - 10.0 10.0 7.0 4.0 est. - Lighting Panel (bldg. services) - 12.0 9.6 7.2 4.8 15 kVA transf. - Distribution Panel (process) - 12.0 9.6 7.2 4.8 15 kVA transf. MCC total: 79 56.2 36.6 20



Table G.7: Electrical Service Area 2 Secondary Substation Headworks, Bioreactors, Secondary Clarifiers, RO Concentrate Pumping Station Installed Peak Average Minimum

Tag IC Dwg Description Control [kW] [kW] [kW] [kW] Notes ESWG12 600 V (4160 V feed) RSHW_MCC1 - Headworks brk 295 257 224 185 see Table G.8 SECT_MCC1 - Secondary Clarifiers brk 128 99 78 32 see Table G.9 BIOR_MCC1 - Bioreactors brk 210 187 127 71 see Table G.10 BIOR_MCC3 - Bioreactors Blowers brk 372 367 186 71 see Table G.11 SURF_MCC5 - RO Concentrate Pumping Station brk 235 230 40 31 see Table G.12 - - - Total: 1,240 1,140 655 390

ESWG22 600 V (4160 V feed) RSHW_MCC2 - Headworks brk 406 162 139 108 see Table G.8 SECT_MCC2 - Secondary Clarifiers brk 128 99 78 36 see Table G.9 BIOR_MCC2 - Bioreactors brk 191 187 108 53 see Table G.10 BIOR_MCC4 - Bioreactors Blowers brk 372 367 186 71 see Table G.11 SURF_MCC6 - RO Concentrate Pumping Station brk 235 230 205 196 - - - Total: 1,332 1,045 716 464



Table G.8: Headworks Motor Control Centres Headworks, Odour Control Facility Installed Peak Average Minimum

Tag IC Dwg Description Control [kW] [kW] [kW] [kW] Notes RSHW_MCC1 600 VAC RSHW_SCRN-111 111 Mechanical Screen 1 Const 0.75 0.75 0.75 RSHW_SHRD-111 111 Screening Washer/Compactor 1 Const 9.5 9.5 9.5 Grinder + Auger RSHW_CNVR-111A 111 Screenings Horizontal Conveyor Const 2 2 2 RSHW_CNVR-111B 111 Screenings Vertical Conveyor Const 4 4 4 GRIT_VOR-121 112 Grit Chamber 1 (hi flow) Const 1.1 1.1 GRIT_PMP-121 112 Grit Transfer Pump 1 Const 7.5 7.5 GRIT_PMP-122 112 Grit Transfer Pump 2 Const 7.5 GRIT_VOR-122 112 Grit Chamber 2 (lo flow) Const 0.8 GRIT_PMP-123 112 Grit Transfer Pump 1 Const 7.5 GRIT_PMP-124 112 Grit Transfer Pump 2 Const 7.5 GRIT_SEP-121 112 Grit Washer/Classifier 1 Const 2.3 2.3 SREC_PMP-111 111 Septage Transfer Pump 1 Var 3.0 SCUM_PMP-601 160 Concentrated Scum Transfer Pump 1 Const 3.0 DSMP_PMP-652 165 Plant Process Drain Sump Pump 2 15 ODOR_FAN-004 151 Exhaust Fan 1 Var 150 150 150 150 est. - Actuators (0.75 kW per unit) 4x 3.0 1.5 0.8 est. - HVAC 50.0 50.0 35.0 20.0 est. - Lighting Panel (bldg. services) - 24.0 19.2 14.4 9.6 30 kVA transf. - Distribution Panel (process) - 12.0 9.6 7.2 4.8 15 kVA transf. MCC total: 295 257 224 185



Headworks, Odour Control Facility Installed Peak Average Minimum

Tag IC Dwg Description Control [kW] [kW] [kW] [kW] Notes RSHW_MCC2 600 VAC RSHW_SCRN-112 111 Mechanical Screen 2 Const 0.75 0.75 0.75 0.75 RSHW_SHRD-112 111 Screening Washer/Compactor 2 Const 9.5 9.5 9.5 9.5 Grinder + Auger RSHW_SHRD-112B 111 Screenings Grinder Const 4 4 4 4 RSHW_CNVR-112B 111 Screenings Vertical Conveyor Const 4 4 4 4 GRIT_VOR-123 112 Grit Chamber 3 (lo flow) Const 0.8 0.8 0.8 0.8 GRIT_PMP-125 112 Grit Transfer Pump 5 Const 7.5 7.5 7.5 7.5 GRIT_PMP-126 112 Grit Transfer Pump 6 Const 7.5 GRIT_VOR-124 112 Grit Chamber 2 (hi flow) Const 1.1 1.1 1.1 GRIT_PMP-127 112 Grit Transfer Pump 7 Const 7.5 7.5 7.5 GRIT_PMP-128 112 Grit Transfer Pump 8 Const 7.5 GRIT_SEP-122 112 Grit Washer/Classifier 2 Const 2.3 2.3 2.3 2.3 SREC_SHRD-110 111 Septage Receiving Station Const 4.0 4.0 4.0 4.0 SREC_SEP-110 111 Septage Grit Classifier Const 1.5 1.5 1.5 1.5 SREC_PMP-112 111 Septage Transfer Pump 2 Var 3 3 3 3 SCUM_CONC-600 160 Scum Concentrator Const 17.8 17.8 17.8 17.8 Skimmer, tank

mixer and heater SCUM_PMP-602 160 Concentrated Scum Transfer Pump 2 Const 3.0 3.0 3.0 3.0 - - Hi Pressure Hot Water Washer 70.0 Heater + Pump DSMP_PMP-651 165 Plant Process Drain Sump Pump 1 brk 15 15.0 15 15 stand-alone ctrl

panel -ODOR_FAN-005 151 Exhaust Fan 2 -Var 150 est. - Actuators (0.75 kW per unit) 4x 3.0 1.5 0.8 est. - HVAC 50.0 50.0 35.0 20.0 est. - Lighting Panel (bldg. services) - 24.0 19.2 14.4 9.6 30 kVA transf. - Distribution Panel (process) - 12.0 9.6 7.2 4.8 15 kVA transf. MCC total: 406 162 139.2 107.6



Table G.9: Secondary Clarifiers Motor Control Centres Secondary Clarifiers, RAS/WAS Pumps Installed Peak Average Minimum

Tag IC Dwg Description Control [kW] [kW] [kW] [kW] Notes SECT_MCC1 600 VAC SECT_CLCT-401 140 SECT_CLR-401 Longitudinal Collector 1 Var 0.6 0.6 0.6 0.6 SECT_CLCT-402 140 SECT_CLR-401 Longitudinal Collector 2 Var 0.6 0.6 0.6 0.6 SECT_CLCT-403 140 SECT_CLR-402 Longitudinal Collector 1 Var 0.6 0.6 0.6 SECT_CLCT-404 140 SECT_CLR-402 Longitudinal Collector 2 Var 0.6 0.6 0.6 RAS_PMP-411 141 RAS Pump 1 Var 11.2 11.2 9.0 6.7 RAS_PMP-412 141 RAS Pump 2 Var 11.2 11.2 9.0 6.7 RAS_PMP-413 141 RAS Pump 3 (spare) Var 11.2 RAS_PMP-414 141 RAS Pump 4 Var 11.2 11.2 9.0 RAS_PMP-415 141 RAS Pump 5 Var 11.2 11.2 9.0 WAS_PMP-411 141 WAS Pump 1 Var 3.7 3.7 3.0 2.2 WAS_PMP-412 141 WAS Pump 2 Var 3.7 3.7 3.0 WAS_PMP-413 141 WAS Pump 3 (spare) Var 3.7 WAS_PMP-414 141 WAS Pump 4 Var 3.7 3.7 3.0 WAS_PMP-415 141 WAS Pump 5 Var 3.7 3.7 3.0 SECT_SKIM-401 140 SECT_CLR-401 Scum Skimmer Const 0.5 0.5 0.5 0.5 SECT_SKIM-402 140 SECT_CLR-402 Scum Skimmer Const 0.5 SCUM_PMP-421 142 Scum Transfer Pump 1 Var 2.2 2.2 2.2 SCUM_PMP-422 142 Scum Transfer Pump 2 Var 2.2 SCUM_SHRD-421 142 Scum Grinder 1 Const 2.2 2.2 2.2 - Actuators (0.75 kW per unit) 12x 9.0 3.0 1.5 0.8 est. - HVAC 10.0 10.0 7.0 4.0 est. - Lighting Panel (bldg. services) - 12.0 9.6 7.2 4.8 15 kVA transf. - Distribution Panel (process) - 12.0 9.6 7.2 4.8 15 kVA transf. MCC total: 127.5 99.1 78.2 31.7



Secondary Clarifiers, RAS/WAS Pumps Installed Peak Average Minimum

Tag IC Dwg Description Control [kW] [kW] [kW] [kW] Notes SECT_MCC2 600 VAC SECT_CLCT-405 140 SECT_CLR-403 Longitudinal Collector 1 Var 0.6 0.6 0.6 0.6 SECT_CLCT-406 140 SECT_CLR-403 Longitudinal Collector 2 Var 0.6 0.6 0.6 0.6 SECT_CLCT-407 140 SECT_CLR-404 Longitudinal Collector 1 Var 0.6 0.6 0.6 SECT_CLCT-408 140 SECT_CLR-404 Longitudinal Collector 2 Var 0.6 0.6 0.6 RAS_PMP-416 141 RAS Pump 6 Var 11.2 11.2 9.0 6.7 RAS_PMP-417 141 RAS Pump 7 Var 11.2 11.2 9.0 6.7 RAS_PMP-418 141 RAS Pump 8 (spare) Var 11.2 RAS_PMP-419 141 RAS Pump 9 Var 11.2 11.2 9.0 RAS_PMP-420 141 RAS Pump 10 Var 11.2 11.2 9.0 WAS_PMP-416 141 WAS Pump 6 Var 3.7 3.7 3.0 2.2 WAS_PMP-417 141 WAS Pump 7 Var 3.7 3.7 3.0 WAS_PMP-418 141 WAS Pump 8 (spare) Var 3.7 WAS_PMP-419 141 WAS Pump 9 Var 3.7 3.7 3.0 WAS_PMP-420 141 WAS Pump 10 Var 3.7 3.7 3.0 SECT_SKIM-403 140 SECT_CLR-403 Scum Skimmer Const 0.5 0.5 0.5 0.5 SECT_SKIM-404 140 SECT_CLR-404 Scum Skimmer Const 0.5 SCUM_PMP-423 142 Scum Transfer Pump 3 Var 2.2 2.2 2.2 2.2 SCUM_PMP-424 142 Scum Transfer Pump 4 Var 2.2 SCUM_SHRD-422 142 Scum Grinder 2 Const 2.2 2.2 2.2 2.2 - Actuators (0.75 kW per unit) 12x 9.0 3.0 1.5 0.8 est. - HVAC 10.0 10.0 7.0 4.0 est. - Lighting Panel (bldg. services) - 12.0 9.6 7.2 4.8 15 kVA transf. - Distribution Panel (process) - 12.0 9.6 7.2 4.8 15 kVA transf. MCC total: 127.5 99.1 78.2 36.1



Table G.10: Bioreactors Motor Control Centres Bioreactors Installed Peak Average Minimum

Tag IC Dwg Description Control [kW] [kW] [kW] [kW] Notes BIOR_MCC1 600 VAC BIOR_MXR-301 130 Bioreactor 1 Mixer 1 Const 1.5 1.5 1.5 1.5 BIOR_MXR-302 130 Bioreactor 1 Mixer 2 Const 1.5 1.5 1.5 1.5 BIOR_MXR-303 130 Bioreactor 1 Mixer 3 Const 1.5 1.5 1.5 1.5 BIOR_MXR-304 130 Bioreactor 1 Mixer 4 Const 1.5 1.5 1.5 1.5 BIOR_MXR-305 130 Bioreactor 1 Submersible Mixer Const 18.7 18.7 18.7 18.7 BIOR_PMP-301 130 Bioreactor 1 Internal Recycle Pump 1 Var 20.3 20.3 16.2 12.2 BIOR_PMP-302 130 Bioreactor 1 Internal Recycle Pump 2 Var 20.3 20.3 BIOR_MXR-306 130 Bioreactor 2 Mixer 1 Const 1.5 1.5 1.5 BIOR_MXR-307 130 Bioreactor 2 Mixer 2 Const 1.5 1.5 1.5 BIOR_MXR-308 130 Bioreactor 2 Mixer 3 Const 1.5 1.5 1.5 BIOR_MXR-309 130 Bioreactor 2 Mixer 4 Const 1.5 1.5 1.5 BIOR_MXR-310 130 Bioreactor 2 Submersible Mixer Const 18.7 18.7 18.7 BIOR_PMP-303 130 Bioreactor 2 Internal Recycle Pump 1 Var 20.3 20.3 16.2 BIOR_PMP-304 130 Bioreactor 2 Internal Recycle Pump 2 Var 20.3 20.3 ODOR_FAN-001 150 Bioreactor Fan 1 Var 18.7 18.7 18.7 18.7 ODOR_FAN-002 150 Bioreactor Fan 3 Var 18.7 - Actuators 4x 3.0 3.0 1.5 est. - HVAC - 15.0 15.0 10.5 6.0 est. - Lighting Panel (bldg. services) - 12.0 9.6 7.2 4.8 15 kVA transf. - Distribution Panel (process) - 12.0 9.6 7.2 4.8 15 kVA transf. MCC total: 210 186.5 126.9 71.2



Bioreactors Installed Peak Average Minimum

Tag IC Dwg Description Control [kW] [kW] [kW] [kW] Notes BIOR_MCC2 600 VAC BIOR_MXR311 130 Bioreactor 3 Mixer 1 Const 1.5 1.5 1.5 1.5 BIOR_MXR312 130 Bioreactor 3 Mixer 2 Const 1.5 1.5 1.5 1.5 BIOR_MXR313 130 Bioreactor 3 Mixer 3 Const 1.5 1.5 1.5 1.5 BIOR_MXR314 130 Bioreactor 3 Mixer 4 Const 1.5 1.5 1.5 1.5 BIOR_MXR315 130 Bioreactor 3 Submersible Mixer Const 18.7 18.7 18.7 18.7 BIOR_PMP305 130 Bioreactor 3 Internal Recycle Pump 1 Var 20.3 20.3 16.2 12.2 BIOR_PMP306 130 Bioreactor 3 Internal Recycle Pump 2 Var 20.3 20.3 BIOR_MXR316 130 Bioreactor 4 Mixer 1 Const 1.5 1.5 1.5 BIOR_MXR317 130 Bioreactor 4 Mixer 2 Const 1.5 1.5 1.5 BIOR_MXR318 130 Bioreactor 4 Mixer 3 Const 1.5 1.5 1.5 BIOR_MXR319 130 Bioreactor 4 Mixer 4 Const 1.5 1.5 1.5 BIOR_MXR320 130 Bioreactor 4 Submersible Mixer Const 18.7 18.7 18.7 BIOR_PMP307 130 Bioreactor 4 Internal Recycle Pump 1 Var 20.3 20.3 16.2 BIOR_PMP308 130 Bioreactor 4 Internal Recycle Pump 2 Var 20.3 20.3 ODOR_FAN-002 150 Bioreactor Fan 2 Var 18.7 18.7 - Actuators 4x 3.0 3.0 1.5 est. - HVAC - 15.0 15.0 10.5 6.0 est. - Lighting Panel (bldg. services) - 12.0 9.6 7.2 4.8 15 kVA transf. - Distribution Panel (process) - 12.0 9.6 7.2 4.8 15 kVA transf. MCC total: 191.3 186.5 108.2 52.5



Table G.11: Bioreactor Blowers Motor Control Centres Bioreactors Blowers Installed Peak Average Minimum


BIOR_MCC3 600 VAC BIOR_BLO311 131 Bioreactor Tank Blower 1 Var 110 110 80 55

BIOR_BLO312 131 Bioreactor Tank Blower 2 Var 110 110 80 BIOR_BLO313 131 Bioreactor Tank Blower 3 Var 110 110

-

Actuators 4x 3.0 3.0 1.5

est.

-

HVAC - 15.0 15.0 10.5 6.0 est. -


-


MCC total:

372 367.2 186.4 70.6

BIOR_MCC4 600 VAC BIOR_BLO314 131 Bioreactor Tank Blower 4 Var 110 110 80 55

BIOR_BLO315 131 Bioreactor Tank Blower 5 Var 110 110 80 BIOR_BLO316 131 Bioreactor Tank Blower 6 Var 110 110

-

Actuators 4x 3.0 3.0 1.5

est.

-

HVAC - 15.0 15.0 10.5 6.0 est. -


-


MCC total:

372 367.2 186.4 70.6



Table G.12: RO Concentrate Pumping Station Motor Control Centres RO Concentrate Pumping Station Installed Peak Average Minimum


SURF_MCC5 600 VAC ROS_PMP-009 290 ROC Mixing Pump 1 const 14.9 14.9 14.9 14.9

ROS_PMP-011 290 ROC Transfer Pump 1A var 90 90 ROS_PMP-012 290 ROC Transfer Pump 1B var 90 90

-

Actuators (0.4 kW per unit) 2x 0.8 0.4 0.0 0.0 est. -

HVAC

15.0 15.0 10.5 6.0 est.

-



MCC total:

234.7 229.5 39.8 30.5

SURF_MCC6 600 VAC ROS_PMP-010 290 ROC Mixing Pump 2 const 14.9

ROS_PMP-013 290 ROC Transfer Pump 2A var 90 90 90 90 ROS_PMP-014 290 ROC Transfer Pump 2B var 90 90 90 90

-


HVAC

15.0 15.0 10.5 6.0 est.

-



MCC total:

234.7 229.5 204.9 195.6



Table G.13: Electrical Service Area 3 Secondary Substation Solids Handling Installed Peak Average Minimum


ESWG13 600 V (4160 V feed) BIOS_MCC1 - Thickening and Dewatering brk 441 381 316 - see Table G.14 DIG_MCC1 - Digesters brk 371 219 200 - see Table G.15

Total:

812 600 516 -

ESWG23 600 V (4160 V feed) BIOS_MCC2 - Thickening and Dewatering

440 227 175 - see Table G.14

DIG_MCC2 - Digesters

344 214 195 - see Table G.15

Total:

784 441 370 -



Table G.14: Thickening and Dewatering Building Motor Control Centres Thickening and Dewatering Installed Peak Average Minimum


BIOS_MCC1 600 VAC THCK_PMP-017 420 WAS Blend Mixing Pump 1 const 14.9

THCK_PMP-006 421 Rotary Drum Thickener Feed Pump 1 var 29 29 29 THCK_MXR-001 422 Rotary Drum Thickener 1 Floc Tank Mixer var 0.7 0.7 0.7

THCK_RDT-001 422 Rotary Drum Thickener 1 var 7.7 7.7 7.7

Thickener drive and spray water pump

THCK_PMP-019 424 Thickened Sludge Mixing Pump 1 const 18 THCK_PMP-021 425 Thickened Sludge Feed Pump 1 var 3.7 3.7 3.7

THCK_PMP-022 425 Thickened Sludge Feed Pump 2 var 3.7 DWAT_PMP-007 426 Filtrate Pump 1 var 11.2 DWAT_PMP-001 450 Belt Filter Press Feed Pump 1 var 14.9 14.9 14.9

DWAT_PMP-002 450 Belt Filter Press Feed Pump 2 var 14.9 14.9

DWAT_BFP-001 452 Belt Filter Press 1 var 11.1 11.1 11.1

w/hydraulic power, includes wash water pump

DWAT_BFP-002 452 Belt Filter Press 2 var 11.1 11.1


- 460 Dewatered Biosolids Hopper 1 Screw Feeder const 3.7 3.7 3.7

CSTR_PMP-001 460 Dewatered Biosolids Pump 1 var 5.5 5.5 5.5

- 460 Dewatered Biosolids Hopper 2 Screw Feeder const 3.7 3.7

CSTR_PMP-002 460 Dewatered Biosolids Pump 2 var 5.5 5.5 CSTR_CON-001 461 Truck Loading Screw Conveyor 1 const 14.9 14.9 ODOR_FAN-007 471 Main Exhaust Fan 3 Var 200 200 200

est.

-


est. -

HVAC

15.0 15.0 10.5

est.

-

Lighting Panel (bldg. services) - 24.0 19.2 14.4

30 kVA transf.



Thickening and Dewatering Installed Peak Average Minimum


-

Distribution Panel (process) - 24.0 19.2 14.4

30 kVA transf.

MCC total:

441.2 381 316.4 -

BIOS_MCC2 600 VAC THCK_PMP-017 420 WAS Blend Mixing Pump 2 const 14.9 14.9 14.9

THCK_PMP-007 421 Rotary Drum Thickener Feed Pump 2 var 29 29 THCK_PMP-008 421 Rotary Drum Thickener Feed Pump 3 var 29 29 29

THCK_MXR-002 422 Rotary Drum Thickener 2 Floc Tank Mixer var 0.7 0.7

THCK_RDT-002 422 Rotary Drum Thickener 2 var 7.7 7.7


THCK_MXR-003 422 Rotary Drum Thickener 3 Floc Tank Mixer var 0.7 0.7 0.7

THCK_RDT-003 422 Rotary Drum Thickener 3 var 7.7 7.7 7.7


THCK_PMP-020 424 Thickenend Sludge Mixing Pump 2 const 18 18 18 THCK_PMP-023 425 Thickened Sludge Feed Pump 3 var 3.7 3.7 3.7 DWAT_PMP-008 426 Filtrate Pump 2 var 11.2 11.2 11.2 DWAT_PMP-003 450 Belt Filter Press Feed Pump 3 var 14.9 14.9 14.9

DWAT_BFP-003 452 Belt Filter Press 3 - 11.1 11.1 11.1


- 460 Dewatered Biosolids Hopper 3 Screw Feeder const 3.7 3.7 3.7

CSTR_PMP-003 460 Dewatered Biosolids Pump 3 var 5.5 5.5 5.5 CSTR_CON-002 461 Truck Loading Screw Conveyor 2 const 14.9 14.9 14.9 ODOR_FAN-006 471 Main Exhaust Fan 4 - 200

est.

-


est. -

HVAC

15.0 15.0 10.5

est.

-


30 kVA transf. -


30 kVA transf.

MCC total:

439.7 227.3 175.4 -



Table G.15: Digester Control Complex Motor Control Centres Digesters Installed Peak Average Minimum


DIG_MCC1 600 VAC PDIG_PMP-001 431 Digester Mixing Pump 1 var 92 92 92

PDIG_PMP-002 431 Digester Mixing Pump 2 var 92 PDIG_CU-001 432 Grinder 1 const 3.7 3.7 3.7

PDIG_PMP-005 432 Digester Recirculation Pump 1 var 29 29 29 PDIG_CU-003 432 Grinder 3 const 3.7

PDIG_PMP-007 432 Digester Recirculation Pump 3 var 29 PDIG-BLR-001 433 Boiler 1 - 7.5 7.5 7.5

PDIG_AD-001 441 Boiler 1 Digester Gas Dryer Const 2.2 2.2 2.2 PDIG_BLO-004 441 Boiler 1 Digester Gas Booster var 3.7 3.7 3.7 - 433 Sludge Heating Water Pump 1 const 5.6 5.6 5.6

433 Boiler 1 Primary Loop Pump Const 5.6 5.6 5.6

PDIG_BLO-001 440 Secondary Digester Holder Blower 1 var 14.9

-


est. -

HVAC

30.0 30.0 21.0

est.

-


30 kVA transf. -


30 kVA transf.

MCC total:

370.9 218.9 199.9 -

DIG_MCC2 600 VAC PDIG_PMP-003 431 Digester Mixing Pump 3 var 92

PDIG_PMP-004 431 Digester Mixing Pump 4 var 92 92 92 PDIG_CU-002 432 Grinder 2 const 3.7 3.7 3.7 PDIG_PMP-006 432 Digester Recirculation Pump 2 var 29 29 29



Digesters Installed Peak Average Minimum


-

PDIG_BLR-002 433 Boiler 2 - 7.5 PDIG_AD-002 441 Boiler 2 Digester Gas Dryer Const 2.2 PDIG_BLO-005 441 Boiler 2 Digester Gas Booster var 3.7 - 433 Sludge Heating Water Pump 2 Const 5.6 5.6 5.6

- 433 Sludge Heating Water Pump 3 const 5.6

433 Boiler 2 Primary Loop Pump Const 5.6

PDIG_BLO-002 440 Secondary Digester Holder Blower 2 var 14.9 14.9 14.9 -


est.

-

HVAC

30.0 30.0 21.0

est. -


30 kVA transf.

-


30 kVA transf.

MCC total:

343.8 214.4 195.4 -



Table G.16: Electrical Service Area 4 Secondary Substation MF and RO treatment for surface water discharge Installed Peak Average Minimum

Tag IC Dwg Description Control [kW] [kW] [kW] [kW] Notes ESWG14 600 V (4160 V feed) SURF_MCC1 - Microfiltration brk 567 407 268 136 see Table G.17 SURF_MCC3 - Reverse Osmosis and Post-Conditioning brk 613 418 408 288 see Tabld G.18 ROS_HPMP-001 242 RO High Pressure Pump 1 var 330 330 330 330 stand alone vfd ROS_HPMP-002 242 RO High Pressure Pump 2 var 330 330 330 stand alone vfd ROS_HPMP-003 242 RO High Pressure Pump 3 var 330 330 stand alone vfd - Total: 2,170 1,815 1,336 754

ESWG24 600 V (4160 V feed) SURF_MCC2 - Microfiltration brk 490 412 201 86 see Table G.17 SURF_MCC4 - Reverse Osmosis and Post-Conditioning brk 556 517 446 358 see Table G.18 ROS_HPMP-004 242 RO High Pressure Pump 4 var 330 330 330 330 stand alone vfd ROS_HPMP-005 242 RO High Pressure Pump 5 var 330 330 330 stand alone vfd ROS_HPMP-006 242 RO High Pressure Pump 6 var 330 330 330 stand alone vfd ROS_HPMP-007 242 RO High Pressure Pump 7 var 330 stand alone vfd Total: 2,366 1 ,919 1,637 774



Table G.17: Microfiltration Motor Control Centres Microfiltration Installed Peak Average Minimum

Tag IC Dwg Description Control [kW] [kW] [kW] [kW] Notes SURF_MCC1 600 VAC FLTS_VPMP-001 211 MF Feed Pump 1 var 92 92 92 92 FLTS_VPMP-002 211 MF Feed Pump 2 var 92 92 92 FLTS_VPMP-003 211 MF Feed Pump 3 var 92 92 FLTS_VPMP-004 211 MF Feed Pump 4 (standby) var 92 FLTS_PMP-001 216 MF Backwash Pump 1 var 14.9 14.9 FLTS_PMP-004 217 MF CIP Recirculation Pump 1 var 5.6 FLTS_PMP-006 217 MF CIP Drain Pump 1 var 5.6 FLTS_PMP-008 218 MF CIP Neutralization Pump 1 var 5.6 FLTS_PMP-010 219 MF MW Recirculation Pump 1 var 5.6 5.6 5.6 5.6 FLTS_PMP-012 219 MF MW Drain Pump 1 var 5.6 5.6 5.6 5.6 FLTS_PMP-014 220 MF MW Neutralization Pump 1 var 5.6 5.6 5.6 5.6 FLTS_CA-001 226 MF Air Compressor 1 const 5.6 5.6 5.6 5.6 FLTS_BLO-001 226 MF Centrifugal Blower 1 const 11.2 FLTS_PMP-016 227 Waste Equalization Pump 1 var 22.4 FLTS_PMP-018 227 Waste Equalization Pump 3 var 22.4 22.4 22.4 - 213 Auto Strainers (0.75 kW per unit) 3x 2.3 2.3 0.8 0.8 est. FLTS_FMB-0XX 214 Filter Actuators (0.4 kW/ 10 per filter) 90x 36.0 32 12 4 est. - Actuators (0.4 kW per unit) 30x 12.0 3.0 1.6 0.8 est. - HVAC 15.0 15.0 10.5 6.0 est. - Lighting Panel (bldg. services) - 12.0 9.6 7.2 4.8 15 kVA transf. - Distribution Panel (process) - 12.0 9.6 7.2 4.8 15 kVA transf. Total: 567.4 407.2 268.1 135.6



Microfiltration Installed Peak Average Minimum

Tag IC Dwg Description Control [kW] [kW] [kW] [kW] Notes SURF_MCC2 600 VAC FLTS_VPMP-005 211 MF Feed Pump 5 var 92 92 92 FLTS_VPMP-006 211 MF Feed Pump 6 var 92 92 FLTS_VPMP-007 211 MF Feed Pump 7 var 92 92 - FLTS_PMP-002 216 MF Backwash Pump 2 var 14.9 FLTS_PMP-003 216 MF Backwash Pump 3 var 14.9 14.9 14.9 14.9 FLTS_PMP-005 217 MF CIP Recirculation Pump 2 Var 5.6 5.6 5.6 5.6 FLTS_PMP-007 217 MF CIP Drain Pump 2 var 5.6 5.6 5.6 5.6 FLTS_PMP-009 218 MF CIP Neutralization Pump 2 var 5.6 5.6 5.6 5.6 FLTS_PMP-011 219 MF MW Recirculation Pump 2 var 5.6 FLTS_PMP-013 219 MF MW Drain Pump 2 var 5.6 FLTS_PMP-015 220 MF MW Neutralization Pump 2 var 5.6 FLTS_CA-002 226 MF Air Compressor 2 const 5.6 FLTS_BLO-002 226 MF Blower 2 const 11.2 11.2 11.2 11.2 FLTS_PMP-017 227 Waste Equalization Pump 2 var 22.4 22.4 22.4 22.4 FLTS_PMP-019 227 Waste Equalization Pump 4 var 22.4 - 213 Auto Strainers (0.75 kW per unit) 3x 2.3 1.5 0.8 est. FLTS_FMB-0XX 214 Filter Actuators (0.4 kW/ 10 per filter) 90x 36.0 32 16 4 est. - Actuators (0.4 kW per unit) 30x 12.0 3.0 1.6 0.8 est. - HVAC 15.0 15.0 10.5 6.0 est. - Lighting Panel (bldg. services) - 12.0 9.6 7.2 4.8 15 kVA transf. - Distribution Panel (process) - 12.0 9.6 7.2 4.8 15 kVA transf. Total: 490.3 412 200.6 85.7



Table G.18: Reverse Osmosis Systems and Post-Conditioning Motor Control Centres RO Systems and Post-conditioning Blowers Installed Peak Average Minimum

Tag IC Dwg Description Control [kW] [kW] [kW] [kW] Notes SURF_MCC3 600 VAC ROS_LPMP-001 240 RO Low Pressure Pump 1 var 55 55 55 55 ROS_LPMP-002 240 RO Low Pressure Pump 2 var 55 55 55 ROS_LPMP-003 240 RO Low Pressure Pump 3 var 55 55 55 ROS_LPMP-004 240 RO Low Pressure Pump 4 var 55 ROS_UPMP-001 240 RO Feed Tank Drain Pump Const 19 19 19 19 ROS_UPMP-002 245 CIP Containment Sump Pump Const 2.2 2.2 2.2 2.2 ROS_PMP-001 245 RO CIP Pump 1 var 110 ROS_CTK-003 245 CIP Acid Makeup Tank Heater Const 160 160 160 160 ROS_PMP-003 245 RO CIP Neutralization Tank Drain Pump 1 Const 5.6 ROS_MX- 245 Neutralization Tank Mixer Const 3.7 3.7 3.7 3.7 ROS_MPMP-001 243 RO CIP Sodium Hydroxide Feed Pump 1 Const 3.7 3.7 3.7 3.7 ROS_PMP-007 252 RO CIP Sulfuric Acid Pump 1 Const 3.7 ROS_PMP-006 247 Caustic Detergent Transfer Pump 1 Const 3.7 3.7 3.7 3.7 ROS_PMP-004 248 Citric Acid Transfer Pump 1 Const 3.7 ROS_PMP-007 249 RO Flush Pump 1 Const 2.2 AER_BLO-001 270 Post Aeration Blower 1 var 22.4 22.4 22.4 22.4 - - Sampling Pumps (0.75 kW per unit) 3x 2.1 1.5 1.5 1.5 est. - Actuators (0.4 kW per unit) 30x 12.0 3.0 1.6 0.8 est. - HVAC 15.0 15.0 10.5 6.0 est. - Lighting Panel (bldg. services) - 12.0 9.6 7.2 4.8 15 kVA transf. - Distribution Panel (process) - 12.0 9.6 7.2 4.8 15 kVA transf. MCC total: 613 418.4 407.7 287.6



RO Systems and Post-conditioning Blowers Installed Peak Average Minimum

Tag IC Dwg Description Control [kW] [kW] [kW] [kW] Notes SURF_MCC4 600 VAC ROS_LPMP-005 240 RO Low Pressure Pump 5 var 55 55 55 55 ROS_LPMP-006 240 RO Low Pressure Pump 6 var 55 55 55 ROS_LPMP-007 240 RO Low Pressure Pump 7 var 55 55 ROS_PMP-002 245 RO CIP Pump 2 var 110 110 110 110 ROS_CTK-004 245 CIP Caustic Makeup Tank Heater Const 160 160 160 160 ROS_PMP-004 245 RO CIP Neutralization Tank Drain Pump 2 Const 5.6 5.6 5.6 5.6 ROS_MPMP-002 243 RO CIP Sodium Hydroxide Feed Pump 2 Const 3.7 ROS_PMP-006 252 RO CIP Sulfuric Acid Pump 2 Const 3.7 3.7 3.7 3.7 ROS_PMP-007 247 Caustic Detergent Transfer Pump 2 Const 3.7 ROS_PMP-005 248 Citric Acid Transfer Pump 2 Const 3.7 3.7 3.7 3.7 ROS_PMP-008 249 RO Flush Pump 2 Const 2.2 2.2 2.2 2.2 AER_BLO-002 270 Post Aeration Blower 2 var 22.4 22.4 22.4 AER_BLO-003 270 Post Aeration Blower 3 (standby) var 22.4 - - - Sampling Pumps (0.75 kW per unit) 3x 2.1 1.5 1.5 1.5 est. - Actuators (0.4 kW per unit) 30x 12.0 3.0 1.6 0.8 est. - HVAC 15.0 15.0 10.5 6.0 est. - Lighting Panel (bldg. services) - 12.0 9.6 7.2 4.8 15 kVA transf. - Distribution Panel (process) - 12.0 9.6 7.2 4.8 15 kVA transf. MCC total: 555.5 517.3 445.6 358.1



Table G.19: Electrical Service Area 5 Secondary Substation Reclaimed Water, Disinfection and Adminstration Building Installed Peak Average Minimum


ESWG15 600 V (4160 V feed) RECL_MCC1 - Cloth Disk Filter and UV Disinfection brk 232 171 97 71 see Table G.20 RW_VPMP001 340 Reclaimed Water Pump 1 var 220 220 220

stand alone vfd

RW_VPMP002 340 Reclaimed Water Pump 2 var 220 220

stand alone vfd RW_VPMP003 340 Reclaimed Water Pump 3 var 110 110 110 110 stand alone vfd

Total: 782 721 427 181

ESWG25 600 V (4160 V feed) RECL_MCC2 - Cloth Disk Filter and UV Disinfection brk 239 174 122.9 59 see Table G.20 ADMIN_SWB - Administration Building Service brk 400.0 300.0 200.0 100.0 est. RW_VPMP004 340 Reclaimed Water Pump 4 var 220

stand alone vfd

RW_VPMP005 340 Reclaimed Water Pump 5 var 110 110

stand alone vfd

Total:

969 584 322.9 159



Table G.20: Cloth Disk Filter and Ultraviolet Disinfection Motor Control Centres Cloth Disk Filters and UV Disinfection Installed Peak Average Minimum


RECL_MCC1 600 VAC FLTR_CDF-001 310 Cloth Disc Filter 1 const 2.2 2.2 2.2 2.2

FLTR_CDF-002 310 Cloth Disc Filter 2 const 2.2 2.2 2.2 FLTR_BPMP-001 310 Cloth Disc Filter 1 Backwash Pump 1 Const 2.2 2.2 2.2 2.2

FLTR_BPMP-002 310 Cloth Disc Filter 1 Backwash Pump 2 Const 2.2 2.2 2.2 2.2 FLTR_BPMP-003 310 Cloth Disc Filter 2 Backwash Pump 1 Const 2.2 2.2 2.2

FLTR_BPMP-004 310 Cloth Disc Filter 2 Backwash Pump 2 Const 2.2 2.2 2.2 FLTR_PMP-001 310 Return Pump 1 Const 3.7

RW_PMP-001 340 Reclaimed Water Truck Filling Pump 1 Const 0.4 0.4 0.4 0.4 UVDR_UV-001 270 UV Channel 1 (Reclaimed Water) var 43 32 32 32 UVDR_UV-002 270 UV Channel 2 (Swing Channel) var 43 32

UVDR_UV-005 270 UV Channel 5 (Surface Water Discharge) vare 43 23

-

-


HVAC

30.0 30.0 21.0 12.0 est.

-



MCC total:

232.3 171 96.6 71

RECL_MCC2 600 VAC FLTR_CDF-003 310 Cloth Disc Filter 3 const 2.2 2.2 2.2

FLTR_CDF-004 310 Cloth Disc Filter 4 const 2.2 2.2 2.2 FLTR_CDF-005 310 Cloth Disc Filter 5 const 2.2

FLTR_BPMP-005 310 Cloth Disc Filter 3 Backwash Pump 1 Const 2.2 2.2 2.2 FLTR_BPMP-006 310 Cloth Disc Filter 3 Backwash Pump 2 Const 2.2 2.2 2.2



Cloth Disk Filters and UV Disinfection Installed Peak Average Minimum


FLTR_BPMP-007 310 Cloth Disc Filter 4 Backwash Pump 1 Const 2.2 2.2 2.2 FLTR_BPMP-008 310 Cloth Disc Filter 4 Backwash Pump 2 Const 2.2 2.2 2.2 FLTR_BPMP-009 310 Cloth Disc Filter 5 Backwash Pump 1 Const 2.2

FLTR_BPMP-010 310 Cloth Disc Filter 5 Backwash Pump 2 Const 2.2 FLTR_PMP-002 310 Return Pump 2 Const 3.7 3.7 3.7 3.7

UVDR_UV-003 270 UV Channel 3 (Swing Channel) var 43 32 32 UVDR_UV-004 270 UV Channel 4 (Swing Channel) var 43 32

UVDR_UV-005 270 UV Channel 6 (Surface Water Discharge) var 43 23 23 23

-

-


HVAC

30.0 30.0 21.0 12.0 est.

-



MCC total:

238.5 174.3 122.9 58.7


rpt086-wrc preliminary design report - … design report for ... recommendations and opinions in...

Documents